In order to conduct flow analysis of cement-based material such as cement paste, mortar and concrete, it is important to more accurately obtain the rheological constants representing the flow characteristics of the material. In this study, the rheological constants of mortar were measured by two rheology tests. The first was sphere pull-up test, the second was the measurement by using rotational vane viscometer. According to previous studies, the former was able to measure the rheological constants of high fluidity mortar, and the latter was able to evaluate the shear stress characteristics of cement-based material containing fine aggregate and coarse aggregate. Furthermore, in this study, the flow constitutive equation of mortar was derived and Moving Particle Semi-implicit (MPS) method was proposed. Using this MPS method, flow simulation of mini slump flow test was attempted.

 The results obtained from the experimental study and analytical study in this paper can be summarized as follows.

 Throughout the sphere pull-up test, the rheological constants (yield value and plastic viscosity) of mortar which was the same mix proportion as mini slump tested mortar were measured. In the test results, the larger mini slump flow value was, the lower yield value was, and the relationship between the two values was able to be approximated by an exponential curve. On the other hand, plastic viscosity and arrival time at mini slump flow of 115mm had positive correlation, and the relationship between the two values was able to be approximated by a linear function.

 Using a rotational vane viscometer, the flow curve of mortar was measured for various shear conditions. It was confirmed that the flow curves of all mortar samples were able to be approximated by the Bingham model under all shear conditions. And the obtained flow curve was approximated by the Bingham model, and the rheological constants of all mortar sample was determined. Thixotropy was confirmed in the flow characteristics of the mortar sample from the obtained flow curves. Also, contrary to the general tendency, the larger mini slump flow value was, the higher plastic viscosity was for water cement ratio of 30%. It was suggested that the rheological constants measured by rotating vane blade were affected by amplified apparent viscosity of mortar. As a result, the sphere pull-up test was more appropriate for the evaluation of rheological properties of mini slump flows.

 Applying the polygon model to the wall boundary as boundary condition of MPS method, a phenomenon that mini slump flow was shielded by mini slump cone was expressed on the flow analysis. Adopting the rheological constants obtained by the sphere pull-up test, it was attempted that mini slump flow spread of mortar sample was reproduced by MPS analysis. The results obtained by the analysis agreed well with the experimental results of mini slump flow. Moreover, in terms of mini slump shape, the analysis by MPS method largely reproduced the actual measured shape. Furthermore, following the analysis condition used in mini slump flow analysis, mortar flow spread with slump cone was predicted by MPS analysis. The results obtained by the analysis reproduced the actual measured value of slump flow. Therefore, the analysis by MPS method and the rheological constants obtained by the sphere pull-up test are effective in mortar flow spread.

 The required performance of the surface of a building finishing material varies depending on the intended use. In the case of an exterior wall, in addition to “surface protection” and “durability”, “aesthetical appearance” is a common demand and is required for interior and exterior materials. Various methods are used to maintain the aesthetics of the exterior wall, however a low-contamination paint is generally used. The low-contamination paint is increasing the water repellence of the surface. This leads to a “self-cleaning effect” of the wall because of the super hydrophobic property of the used special paint. Although the effectiveness of these methods has been confirmed, they also affect the elements of the exterior wall design.

 This study is performed to examine the effect of laser treatment regarding the water repellence and the aesthetical appearance of different kind of materials used for building exterior. There are three types of substrates: glass, stainless steel, and polycarbonate.

 With reference in comparison with the surface irregularities of the lotus leaf of the plant, the three levels of groove width 10, 20, 40 μm and the four levels of depth 5, 10, 20, 40 μm were set as conditions for the investigation.

 As a result, the metal became water repellent and the glass became hydrophilic, further improving the performance of the substrate. Only polycarbonate had a water contact angle in the range of 80 to 120 °, Further, a dirt acceleration test was conducted using a test body provided with a surface structure. From the above results, the following was found.

 (1) The water contact angle can be changed by finely processing the surface of the substrate.

 (2) When the groove-like surface structures are parallel to the direction of the flow of water, the color difference of rain streaks shows a small value at a water contact angle of 100 °

 (3) It was confirmed that the combination of a substrate/material and a proper suitable surface micro structure to self-cleaning effect leads to a self-cleaning surface because of the super hydrophobic effect generated by means of a laser. In addition, the laser treatment has no negative impact on the aesthetical appearance of the modified material.

 The results of this study confirm, that a suitable microfabrication using a proper laser parameter can change the water contact angle of the substrate, and that the structuring of the surface has no visible effect on the aesthetical appearance of the material.

 This indicates that a range of changed water contact angles, that could not be obtained with paint alone, can be generated

 Deterioration and aging of building components are significantly related to water movement. Such deterioration includes corrosion of re-bars and woods, concrete carbonation and color change of stones etc. Wettability of material surface is one of the important factor in the water movement phenomena. There has been many proposals to control wettability of building materials in the attempt to prevent deterioration. However, wettability against water and corresponding contact angle can change in the long term of building use stage. Therefore, it is important to measure and inspect whether the designed wettability performance is sustained, without destructive collection of material samples from existing buildings. As these as background, this paper present a novel contact angle measurement applicable to large surfaces of building materials. Firstly, analysis on the requirements the measurement method was conducted based on the literature survey of the existing contact angle measurement methods. Secondary, the measurement method satisfying the requirements is proposed and measurement apparatus to realize the proposed method is manufactured. The measurement accuracy of the proposed method was numerically and experimentally verified and appropriate range of measurement conditions were induced. Lastly, applicability of the proposed method for various building materials were experimentally shown.

 In seismic response analysis, it is essential that the model parameters of the soil are appropriately chosen for setting up the seismic input motion, or assessing the safety of a building after an earthquake. Several studies have been carried out on the identification of appropriate soil properties. In these studies, the analytical models were limited to the linear or equivalent linear range; therefore, the identified parameters were also linear or had equivalent linear properties. However, parameter identification methods for nonlinear soil models are currently not available.

 In this study, the parameter identification accuracy of the Modal Iterative Error Correction (MIEC) method, is confirmed using the results of centrifuge testing. The parameters of the nonlinear model, including the liquefaction strength, were identified from the centrifuge test results of the shear soil tank using the MIEC method, and the degree of consistency confirmed with respect to the identified parameters from the results of the material test carried out beforehand. First, this paper explains the outlines of a centrifuge test, and next, discusses an identification procedure using the MIEC method and identification results. Finally, the accuracy of the identified parameters is verified.

 The findings of this study can be summarized as follows:

 (1) Parameter identification of a centrifuge testing of liquefied soil was performed using the MIEC method. The nonlinear soil model considering liquefied nonlinear behavior was used as an analytical model. The identified parameters were stiffness, shear strength, friction angle, and liquefaction strength. The identification was carried out in three stages from a small excitation to a large excitation, using the records of the ground acceleration time history and the hydraulic pressure time history. Thus, it was possible to assess the parameters that could reproduce the result of the test, although there was a slight difference in the maximum surface acceleration.

 (2) The identified parameters were compared with the results of the actual liquefaction strength test and G-γ interaction test, after which, the accuracy in the identification of the parameters was confirmed. From the results, it was confirmed that the identified parameters agreed well with these testing result. From this, it can be said that accuracy is ensured for the parameters identified using the MIEC method.

 (3) Even in the case of using this method, an appropriate value may not be identified depending on the analytical model and the experimental result as a target. Therefore, attention is necessary for the application range.

 The pile end bearing capacity is reduced when the pile is constructed on the thin bearing layer overlying clay layer. For design, it is important to grasp the characteristics of the pile bearing capacity. The characteristic is the relationship between R_p and S. The relationship is expressed by the limit-end-resistance of the pile (R_pu) and relationship between the load ratio (R_p/R_pu) and the settlement ratio (S/0.1d). S, d, R_p, R_pu denotes settlement of pile, pile diameter, pile end load and pile end load at the settlement 0.1d.

 In this study, the characteristics of pile bearing capacity and the factors which influence the characteristics are investigated by model pile tests. The factors are bearing layer thickness, vertical ground pressure, relative density of bearing layer sand and stiffness of clay layer. The bearing layer thickness H_s is 3.0d, 2.0d, 1.5d or infinity which means there is no clay layer. The vertical ground pressure σ_v is 300kPa and 100kPa. The relative density D_r is 90% and 70%. The stiffness of the clay layer varies by selecting the thickness H_c of 0.8d and 0.4d, and selecting clay material of Soft one(SC) and hard one(HC). The characteristics are as follows.

 1) As for R_pu and R_p -S relationship, the smaller the H_s is, the smaller R_pu is. In case H_s=3.0d, the reduction of R_pu is small. Among the tests of H_s=3.0d, when the D_r is higher and the σ_v is lower, the reduction is larger.

 2) In some test results, the phenomenon that the load is reduced where the settlement is increasing is observed. The phenomenon is called the "load reduction" in this paper. It is inferred that some failure occurs in the thin bearing layer when the load reduction is observed. When H_s and stiffness of the clay layer is smaller and the σ_v is higher, the settlement where this phenomenon is observed is smaller.

 3) R_pu is influenced not only by the the stiffness of the clay and H_s but the D_r and σ_v .

 4) Generally, the higher the D_r and σ_v is, the higher the R_pu is. In addition, the smaller the effect of R_pu improvement by D_r is, the smaller the H_s is.

 5) As for the R_p/R_pu -S/0.1d relationship, the smaller the H_s is, the larger the curvature of the relationship curve line is. Unless the settlement reaches the settlement where the load reduction is observed, the curve lines are almost same when the H_s is same.

 A rotary press-in pile with wings has advantages of getting large vertical bearing capacity for its pile diameter and reducing the amount of soil excavated for its installation. On the other hand, there is a concern that the rotary pile might weaken the soil around the rotary pile. In the case of clay, it was confirmed by the authors’ previous researches that the installation of the rotary pile increased the density of the surrounding soil, decreased its stiffness and made a gap around the pile. However, there is still a problem to be solved which is the influence of the construction conditions （s/p） and repeated loading of the rotary pile on its lateral loading behavior. In this paper, a series of experiments was performed to grasp the behavior of a rotary press-in pile horizontally loaded and the property changes of the surrounding soil by installing the rotary pile.

 The experiments were carried out at a site with a diluvial loam layer in the surface. The installation of piles was performed at various ratios of s/p ranged from 0.50 to 1.5, where s is the penetration length of the pile rotated in one revolution and p is the helical pitch of the pile wing. In order to investigate the influence of the s/p ratio on the horizontal behavior of the pile, the lateral loading tests of the piles were carried out using the apparatus of one of which was directly equipped with pile shaft and the other which was normal. Additionally, in order to investigate the properties of the soil around the installed pile, the ground around the pile was excavated after installing the pile. The test of a buried pile was also carried out to compare the differences in the pile installation methods.

 As a result of this study, the conclusions are as follows.

 1) The coefficient of horizontal subgrade reaction for the rotary pile (k_h) was affected by s/p ratio and the occurrence of precession movement of the pile during the construction.

 2) When the precession movement of the pile did not occur during the construction, the k_h of the rotary pile decreased as the s/p ratio increased and, the bending strain of the pile with wings increased as the s/p increased.

 3) When the precession movement occurred during construction, the k_h of the rotary pile decreased greatly even if the s/p was small and, the bending strain increased even if the s/p was small.

 4) It was confirmed that as the number of times of repeated loading became larger, the coefficient of horizontal subgrade reaction of the pile with wings and straight-pile decreased.

 Once a catastrophic earthquake occurs, many buildings may be affected. Some buildings are severely damaged and may collapse during a following strong aftershock. It is needed to conduct a rapid inspection to evaluate the buildings in the affected area. “Manual for post-earthquake rehabilitation techniques for buildings (draft)” was developed in 1986 to evaluate the damage class of the buildings based on the visual observation. Recent earthquakes revealed that it becomes quite difficult to conduct visual inspection because structural members are covered by the finishings and many highrise buildings were constructed. The author has been conducting a series of research to develop a new method to evaluate the damage class with instrumented sensors based on the capacity spectrum method. The capacity curve is derived from the measured accelerations and displacements calculated from accelerations with double integral. The proposed system can predict the possible damage level during the maximum aftershock. However, the damage class according to the proposed system and to the guidelines based on the visual observation has not been compared. The earthquake insurance also conducts the visual investigation and evaluate the damage class to estimate the earthquake insurance premium. The damage class according to the earthquake insurance is also compared.

 Firstly, the damage classes are clearly defined as follows based on the margin to the collapse during an aftershock according to the manual. Slight: concrete is cracked, but the damaged area is limited, minor: the risk to collapse is very low, moderate: the margin to the collapse is not enough, severe: the building may collapse when the main shock hits again, and collapse: the building exceeds the safety limit state. The boundary deformations of damage classes are calculated with the equivalent damping ratios for both mainshock and aftershock, which were proposed previously.

 Secondly, a numerical study was conducted to compare the damage classes according to the manual and earthquake insurance, which are both based on the visual investigation. The damaged vertical members were randomly generated and calculate the damage class with them. The result showed a clear linear relationship between them

 Finally, a large scale shaking table test with a full-scale 3-story R/C building was conducted to confirm the evaluated damage classes according to the three methods(sensors, manual, and earthquake insurance). The result showed that the damage classes were reasonably agreed to each other.

 As the results, the following findings were obtained;

 1) The damage index R of the damage evaluation guidelines and the damage ratio of the earthquake insurance have a linear relationship.

 2) A new damage classification method with the capacity curve derived from measured accelerations is proposed based on the margin to collapse during an aftershock.

 3) It is confirmed from a shaking table test result with full-scale 3-story R/C building that the damage class evaluated according to the proposed method agreed well with the classes evaluated by the guidelines and earthquake insurance method.

 4) The proposed structural health monitoring system successfully predicts the damage class during the maximum aftershock.

 5) The capacity curve derived from the accelerations measured by inexpensive sensors has acceptable accuracy.

 The outrigger system incorporating dampers between the outrigger truss and perimeter column can significantly reduce dynamic response compared with the conventional one, and is becoming the most popular structural system for tall buildings in seismic regions except for Japan. While Smith and Willford who are the proposers of this damped outrigger system recommend to confirm the modal damping ratio in the design, there are few proposal of optimal design strategy based on the modal damping ratio. Therefore, this paper deeply investigated the relation between the modal property and the seismic response reduction by the single outrigger system with linear viscous dampers, and discussed 1st mode control design strategy. The section 2 outlines the general information of the numerical models and design parameters. The section 3 and 4 analyze the effects of the design parameters on the modal property and maximum seismic responses. The section 5 propose a simple formula of optimal damper stiffness ratio to maximize 1st mode damping ratio. The section 6 applied the proposed 1st mode control design strategy to a Japanese-type super tall building where aspect ratio is relatively small.

 In summary, the following results were obtained:

 1) The single outrigger system with linear viscous dampers is efficient particularly for 1st vibration mode where natural period is shorten and damping ratio is increased. For the 1st mode property of the single damped outrigger system, there is only global optimal solution in the design parameter space. While the optimal outrigger height ratio α is about 0.7 for the case Met. I where the damper connection stiffness k_b is constant against α, is about 0.5 for the case Met. II where k_b is variable against α. Higher building height, optimal damper stiffness ratio increases and the maximum 1st mode damping ratio decrease.

 2) The single outrigger system with linear viscous dampers is efficient particularly for reducing displacement seismic response where 1st mode response is predominant. Optimal design parameters to minimize seismic responses are dependent on input ground motion and response type. The optimal outrigger height ratio α is scattered from 0.6 to 0.8.

 3) Seismic responses can be reduced under the design criteria in the design options except for the optimal solution because the seismic response reduction effect is bottoming out when the modal damping ratio is over than about 10%. Therefore the structural design to increase the 1st mode damping ratio as much as possible is recommended for single damped outrigger structures with linear viscous dampers.

 4) A simple formula of optimal damper stiffness ratio to maximize 1st mode damping ratio is proposed based on the numerical simulation result. The proposed formula is more accurate than existing formula based on the uniform beam vibration theory. In the single damped outrigger structures designed by the proposed formula, reduced displacement seismic responses are closed to the minimum values.

 5) A structural plan based on the proposed method was applied to a realistic 400m class super high-rise building using damped outrigger system in Japan. It was confirmed that displacement response can be reduced to 50 ~ 90% compared with a core-only structure and conventional outrigger structure.

 In the beam-to-column joints of one storey ramen frame such as factories and warehouses, L-shaped joint panels are formed in which the column and beam members are joined orthogonally. In L-shaped joint panels (hereinafter referred to as panels), because a tensile field is formed after buckling occurs due to shear force, the resistance after buckling increases, and the stable behavior is expected. In the elasto-plastic range, it is essential to understand the properties of the tension field that determines the ultimate state because the overstrength is greatly affected by the buckling strength of the panel web and the tension field. The authors have proposed an evaluation formula for elastic shear buckling stress based on the energy method. In addition, if the properties of the tension field generated in the panel web after shear buckling can be clarified, the ultimate strength of the panel can be derived. Therefore, in this paper, the influence factors for the tension field formed in the panel web are investigated firstly. Then, the collapse mechanisms are classified into three types which are 1) shear yield of the panel web, 2) yield compression of panel flange, and 3) tension field due to an incomplete diagonal tension after panel web buckling. Finally, the ultimate strength formulae determined by each collapse type are derived. The validity of the formulae is verified by comparing it with an elasto-plastic numerical analysis and full-scale element experiments.

 The following are found.

 1) In the collapse mechanism where the incomplete diagonal tension field is formed, the ultimate strength formula is derived based on the yield zone width is assumed for each loading direction.

 2) It is confirmed that the panel flange shape has a small effect on the plastic hinge position because the panel flange stiffness is relatively small compared to the panel web stiffness in the L-joint panel. And, the location of the plastic hinge, which determines the yield zone width, formed on the panel flange is evaluated by an index using bending stress acting on the panel. When the load direction is downward, the larger the bending stress is, the smaller the yield zone width becomes because of a part of the panel flange yields.

 3) From the examination using the results of full-scale element experiment and elasto-plastic numerical analysis of L-shaped joint panel, except for the case where the plate element that yields, the incomplete diagonal tension field is formed after shear buckling. And the maximum strength can be evaluated by using the ultimate strength evaluation formula derived based on the incomplete diagonal tension field. The maximum strength can be evaluated with each evaluation formula on the safe side in the case that the collapse mechanism in which the plate element yields.

 4) Comparing the downward load direction and the upward load direction, when the load direction is downward, the strength deterioration is moderated because the column beam member constrains the deformation of the panel web.

 Concrete filled tubes (CFT) are commonly used for high-rise buildings and encased in reinforced concrete (RC) at the basement floor in Japan. Recently, CFT with RC encasement tends to be used for structural columns of high-rise buildings in China as well. However, for example, when T-shaped RC encasements are covering steel frames at the joints from the ground to the basement floor, the structural behavior of the beam-to-column joints is too complicated; thus it is difficult to evaluate the shear strength under seismic forces. In other words, it can be said that evaluating the shear strength of the beam-to-column joints is currently unclear because of a lack of experimental investigations. Therefore, a systematic experimental study to investigate the application of the previous evaluation method for shear strength of steel beam-to-CFT column joints with RC encasement is addressed in this paper.

 First of all, the previous evaluation methods in AIJ standard for structural calculation of SRC structures and in AIJ recommendations for design of Steel and CFT structures were summarized. Based on these investigations, the evaluation method composed of each component is rearranged. And then, a cyclic loading test of beam-to-column joints was conducted to verify the application of this evaluation method. The test specimen is beam and column subassemblies designed to realize weak beam-to-column joints. Three pairs of specimens were tested. The first two pairs consisted of a rectangular hollow section and that with filled concrete. The third pair has T shaped RC encasements to represent the joint from the ground to the basement floor and consisted of different length of mechanical anchorage for column longitudinal reinforcements at the beam-to-column joint.

 The test results can be summarized as follows: (1) an increment of stiffness and strength by the presence of concrete infilled and RC encasement were observed in experiment; (2) the influence of different mechanical anchorage length on overall behavior of beam-to-column joint from the ground to the basement floor was few, but the strength was reduced to 2/3 of that of the SRC frame; (3) at the load level of 1/ 100 rad of story drift ratio, the residual crack on surface of the beam-to-column joint was roughly 0.2 mm which is small enough to realize damage prevention under earthquakes; (4) the experiment results indicate that the evaluation method enables to predict plastic strengths of each component.

 CFT columns are used in middle and high-rise buildings as members with excellent structural performance and fire resistance. CFT columns without fire protection have been used in fire resistance design based on many experimental studies, but have various limitations, so many CFT columns have coated with fire protection. However, as a cause CFT column with fire protection was recognized as a fire resistance structure with temperature limitations of steel tube, there were few experimental studies on the behavior and the load support ability at the fire.

 In this study, the ratio of the compressive strength of steel tube to the compressive strength of filled concrete at room temperature “axial strength ratio” is proposed as an index to show axial strength in a high temperature of CFT columns with fire protection. Therefore, by taking the “axial strength ratio” as the main experimental variable, centrical load bearing fire tests were performed by applying a standard fire and an axial force equivalent to the long-sustained strength to CFT columns with fire protection using ordinary and high strength materials.

 From this experimental study, the following was found.

 ・During the fire, steel tube and filled concrete behave while sharing the axial force, and behavior in the fire of CFT columns is classified by “axial strength ratio”.

 ・It is assumed that the collapse time of CFT columns with fire protection was shortest at “axial strength ratio” for each fire protection thickness.

 ・Similarly, average surface temperature of the steel tube at the time of collapse also showed the lowest value when “axial strength ratio” is about 1.0 to 1.2.

 ・Thus, it was confirmed that “axial strength ratio” is an effective index to axial strength in a high temperature of CFT column with fire protection using ordinary and high strength materials.

 ・It is considered that these are due to the influence of the temperature distribution in the horizontal section of steel tube and filled concrete.

 ・The surface temperature of the steel tube at the time of collapse of CFT column with fire protection was 430 to 600°C.