To achieve sustainable development goals (SDGs), corporate activities considering social and environmental aspects are required and life cycle assessment (LCA) is conducted in many companies. However, the LCA includes only environmental aspects in many cases, and evaluation using economic indicators is also necessary for decision-making in corporate activities. Recently life-cycle cost (LCC) attracts attention as an evaluation of economic aspects and it is important to comprehensively evaluate LCA and LCC in order to achieve SDGs.

　The authors have so far developed a waste indicator that can evaluate the use of recyclable resources (wastes and byproducts) in cement manufacture and also an integration method for comprehensive evaluation of wastes, byproducts, and CO₂ emissions. In addition, the LCA of a concrete structure was conducted considering cement manufacture to the demolition and disposal of the structure as its life cycle. An integrated evaluation including economic indicators was also carried out by using the integration coefficients of the Life-cycle Impact Assessment Method Based on Endpoint Modeling (LIME3), which has been developed in Japan. The results showed that the evaluation value for ordinary portland cement was higher than that for portland blast-furnace slag cement type B.

　In the present study, the environmental impact assessment of cement and concrete was performed considering economic aspects and full cost which is the sum of LCA cost and LCC was calculated. The relationship between the LCA cost and LCC was then discussed.

　The LCA costs of cement and concrete were calculated from the integration of the waste indicator and global warming indicator by using the integration coefficients of LIME3 as an economic indicator. In the calculation of the LCC, market prices were used for cement, concrete constituents, and intermediate processing and disposal of demolished concrete. Construction and demolition costs were based on the estimation standard. The full cost was calculated as the sum of the LCA cost and LCC.

　As a result, for both cement and concrete, the full cost for ordinary portland cement was lower than that for portland blast-furnace slag cement type B. The LCA cost was significantly lower than the LCC for concrete. Besides, for concrete using portland blast-furnace slag cement, the increase in the ground granulated blast-furnace slag content increased the full cost of the cement.

　From a viewpoint of continuous use of buildings after an earthquake, it is important to understand the behavior and damage progress of non-structural elements such as dry partition wall under a large deformation owing to earthquake, and to establish a method to monitor the condition of non-structural element in a qualitative manner as well as in a quantitative manner.

　In this paper, first the past studies on loading experiments for dry partition wall were summarized, showing that enough studies considering the effect of opening and the behavior of walls located away from beam location have not been done. Based on the review of past studies, a full-scale static loading test of steel moment frame with dry partition walls was performed. The specimen has two frames; one frame has a flat wall without opening and the other frame has a wall with a door opening and a corner in the frame. In the latter frame, some part of the wall is placed not directly under the beam. Static cyclic loading was applied, increasing the peak story drift up to as large as 1/33. In the experiment, visual observation was performed at each loading step. Rotation angle and vibration of the walls was also measured using MEMS acceleration sensors.

　The flat wall had relatively few board cracks and other damage. However, the boards on upper layer in the center part of the wall began to rock at the loading step of a 1/100 story drift. Then at 1/50, the boards showed out-of-plane deformation and when unloading after reaching 1/33, boards fell off.

　On the other hand, on the wall with the opening, a gap opening between the boards, and a crack on the L-shaped boards at the corner of the opening were observed at a relatively small story drift angle of 1/400.

　Regarding the wall located away from the beam, damage was concentrated on the wall which was orthogonal to the frame and not under the beam. The wall rotated around the vertical axis, and this was thought to be due to the difference of trackability to the structure between walls. Due to this behavior, a crack at the corner of the wall was seen at the story drift angle of 1/400, and at 1/75 the upper track opened, and studs were seen to come off.

　The rotation angle and the vibration of the walls were measured by MEMS acceleration sensors. The measurement result corresponded well with the damage observation. It was found from the measurement results that there were signs before damage and behavior of walls could be visually confirmed. Moreover, it was found that the vibration frequency of the damaged wall decreased (period became longer) as the loading progressed. This change may be representing the damage development in the wall. From these observations, it was confirmed that the MEMS acceleration sensor can capture small movement implying damage in partition wall in a quantitative manner, but more study should be necessary about the relationship between the measured deformation and the degree of damage and performance degradation, to utilize accelerometers for structural health monitoring of partition walls.

　In snowfall areas, various types of snow removal systems such as sprinkling of groundwater, heating with electric heating cables, and spraying of melting snow agents are used. However, these snow removal systems have problems such as slow melting snow speed and environmental load.

　Therefore, as a new snow removal system to solve these problems, this research is being conducted on a heating mortar block system for melting snow. Electromagnetic waves with a frequency of 2.45 GHz emitted from an oscillator are irradiated to the heating mortar blocks through the leaky waveguide. The irradiated electromagnetic waves are converted into thermal energy by the heating mortar blocks, and this heat is used to melt snow.

　The leaky waveguide uses a slot array antenna technology. Slots are placed on the top surface of the leaky waveguide to leak electromagnetic waves. The slots are placed in such a way that they interfere with the current flowing through the surface of the waveguide, thereby leaking electromagnetic waves. The slots can be placed in a way that the long side of the slot is perpendicular and the short side is parallel to the center of the top surface of the waveguide (hereinafter referred to as the horizontal slot) or the long side of the slot is parallel and the short side of the slot is perpendicular (hereinafter referred to as the vertical slot). Previous studies have shown that using the vertical slot as an antenna can extend the heated area of the top surface of the heating mortar block from the center line toward the edge compared to using the horizontal slot.

　In the past, the leaky waveguide of the heating mortar block system for melting snow had a series of slots of the same shape, and there were cases where most of the electromagnetic waves were leaked near the beginning and near the end. In this case, the amount of electromagnetic waves leakage near the end is too little or too much, and the heating mortar block does not warm up uniformly. By using the equations established in previous studies, it is now possible to design a horizontal slot in the Leaky waveguide that uses up all electromagnetic waves without significant change in electromagnetic waves leakage near the end (Hereinafter referred to as fully consuming leaky waveguide). However, this does not correspond to the case where a vertical slot is used as an antenna. When a heating mortar block system for melting snow is constructed using a leaky waveguide with a vertical slot, the rising temperature of the heating mortar block changes significantly near the end, making snow melting difficult. Therefore, it is necessary to design a vertical slot for the fully consuming leaky waveguide.

　In this study, the performance of vertical slots arranged at equal intervals was clarified using finite element analysis, and a design method for fully consuming leaky waveguide established. If we use a fully consuming leaky waveguide, which is designed based on the established design method, the rising temperature of the heating mortar block near the end does not change significantly, and the oscillated electromagnetic waves can be used up.

1. Introduction

　To investigate the seismic design of structures, many studies have been conducted on the elastoplastic design method of frames, and they are often used in practice. However, although research on the design method of viscous dampers has been performed to improve the seismic performance of structures, there are still few cases where such a method has been used in practice. In this study, a method is proposed that uses the viscous damping factor obtained from eigenvalue analysis. Owing to the wide use of dynamic analysis methods, the viscous damping factor is often used as an important benchmark of seismic performance. By incorporating this factor into this design method, it becomes easy to use it in practice.

2. Eigenvalue analysis of a system with mixed hysteretic damping and viscous damping

　Assuming the case where a viscous damper is installed in an elastoplastic frame, the eigenvalue problem of a system with mixed hysteretic damping and viscous damping is derived and its characteristics are clarified. The single-degree-of-freedom equation of motion in which viscous damping is modeled by a dashpot, and hysteretic damping is modeled by complex stiffness, can be expressed as Eq. (2). If the solution of Eq. (2) can be expressed using Eq. (3), the eigenvalues of this system can be obtained using Eq. (12). Based on Eq. (12), the damping factor of the entire system can be expressed as Eq. (14); thus, it is clarified that the energy dissipation performance is shown by the sum of the hysteretic damping and viscous damping.

3. Eigenvalue analysis of a system with Maxwell damping model

　Eigenvalue analysis was performed for a single-mass system with Maxwell viscous damping and hysteretic damping. The results showed that the effects of spring on the Maxwell model reduce both viscous and hysteretic damping performance. In addition, in the eigenvalue analysis of a single-mass system with the Maxwell model, the eigenvalues of two conjugate complex numbers and the eigenvalues of one real number root were obtained. The damping coefficient of the viscous damper was set such that the viscous damping factor of the system was maximized by using the real number root. This is shown in Figs. 3 and 4.

4. Example calculation of viscous damper arrangement plan for 10-story elastoplastic frame

　For the case of installing viscous dampers in the seventh and eighth stories of a 10-story elastoplastic model, the calculation results of setting the damping coefficient of each damper to maximize the viscous damping factor of the model are shown in Tables 5-7.

5. Conclusions

　In this study, a design method was developed to set the damping coefficients of the viscous dampers to maximize the viscous damping factor of the system when viscous dampers are installed in an elastoplastic frame. This method is applicable to a wide range of models, and its effectiveness was demonstrated.

　In Japan, Cross Laminated Timber (CLT) is attracting attention as the way of using forest resources that have reached cutting time. CLT is expected to be used for middle-to-high-rise building with making use of stable in-plane shear performance. In particular, composite structure with steel frame structure or reinforced concrete structure can take adventage of respective material properties, and more and more this kind of researches are reported in recent years. A previous research shows the estimation of drift-pin joint with steel plate for fastening CLT and steel frame. This research aims to confirm the structural performance of steel frame with CLT shear wall using drift-pin joint by conducting the design for this specification, pre-analysis for experiment, 1/2 scale experiment, joint test and material test, and to make analysis model which follows the experimental result.

　Firstly, one specification of the joint is defined based on the research of Ministry of Agriculture, Forestry and Fisheries conducted in 2016. It was assumed to insert CLT into a standard span steel frame at the design stage. The design stage takes following steps. 1) Determination of cross section of steel frame and module 2) Determination of CLT type 3) Design of joint 4) Grasp the properties of drift-pin joint 5) application to experimental scale. We use finite element analysis software (SNAP) at 3&5 step to model a drift-pin joint based on beam theory on the elastic foundation and get load-displacement relationship of unit drift-pin joint. SNAP was also used to analyze the 1/2 scaled experiment to model a steel frame, CLT panel, spring of drift-pin joint, and CLT compression spring, and incremental analysis.

　In 1/2 scale experiment, in total of four specimen in different strength grade of CLT or insertion position as parameters are tested. Fig.9 shows the results of the experiment. None of the specimens significantly reduced the load before reputation of controlled deformation angle of 1/30 rad. By inserting a CLT panel, the maximum load increased 1.2 to 1.4 times and the initial stiffness increased 1.5 to 2.3 times, confirming that inserted CLT panel performed as a seismic wall sufficiently. The stiffness of the average shear stress of the CLT almost matched with the shear modulus of the CLT in the material experiment (Fig.11)

　Fig.15 shows the analysis model after the experiment using the material properties which is obtained from material tests. Fig.18 shows the Comparison of the experiment to analysis results. The experimental results and the analytical results were in good agreement, and the behavior was able to be reproduced by the analytical model, comparing the timing of yielding of the members and the stress state at the specific deformation angle.

　This paper shows the quantitative verification of the stress transfer performance of CLT compression areas and shear joints through the studies of the static elastic-plastic analysis and experimental results, and the following results have been achieved.

・　By assuming a stress state model of a CLT panel, restrained at the top and bottom by rigid bodies, with a horizontal force applied, the theoretical calculation formulas for the compression area width and horizontal stiffness of CLT have been developed. (Equations No. 1 to No. 8)

・　The compression area width found from the distribution of the vertical deformations in the joint areas in the experimental results was 70% and 81% of the theoretical calculation results, respectively, in the elastic limit and ultimate states, and 24% and 28% for the CLT width.

・　Since the compression stiffness of the CLT compression area tends to be proportional to its compressive Young's modulus, the stiffness calculation formula is proposed, where the compression stiffness is generally 1/290 of the Young's modulus. (Equation No. 13)

・　The results of the static elastic-plastic analysis performed using the above compression stiffness calculation formula were in good agreement with the experimental results.

・　The further study on the deformation of the CLT compression springs of the analysis model revealed that a curvature occurred in the distribution of vertical deformations due to the curvature of the steel beam. Furthermore, it was found that the width of compression area was reduced to on average approximately 80%, compared with the assumed linear distribution.

・　The formulas to calculate the coefficient of reduction of the compression area width from the theoretical calculation values were derived from the parametric study using static elastic-plastic analysis on the relations between the ratio of the rotational stiffness of CLT to the curvature stiffness of steel beam and the width of compression area.(Equations No. 23 and No. 24)

・　On the basis of the above findings, we have developed the formulas for the compression bearing capacity of CLT in the elastic limit and ultimate states (Equations No. 25 to No. 33), and confirmed that the results calculated using the formulas were in good agreement with the experimental results.

The aim of this research is to establish a design method for the CLT shear wall using LSB joint in the continuous beam structure.

In this paper, firstly we conducted the full-scale shear test for CLT end joint and cross-shaped beam-to-column joint, the LSB joint tensile test in CLT, glulam beam compression test perpendicular to grain reinforced by pipe LSB and shear test for steel dowel joint reinforced drift-pin to grasp the failure mode and the mechanical behavior.

Secondly, we compared the load-deformation relation from the beam-to-column joint test with that from calculation by the proposed analysis model to verify the estimability.

From these results, the following conclusions were obtained :

1) The load-displacement relation of tensile joint composed by six LSBs in the CLT end joint which was obtained from the simplified model of six LSBs joint concentrated in the rigidity center was very similar to that of tensile test results for both one LSB joint and two LSBs joint in CLT. So we found that the simplified modelling could be appropriate.

2) The shear load carrying capacity of both the CLT end joint and the beam-to-column joint was much higher than that of shear test for steel dowel joint in CLT. So it was indicated that there could be another shear resistance element.

3) The shear performance of the steel dowel joint in CLT reinforced by the crossly driven drift-pin was much higher than that of the only steel dowel joint. So we found that the reinforcement could be effective.

4) The strength of rolling shear and torsion shear mode from the CLT end joint test which was calculated on the assumption that the shear stress was uniformly distributed was the same level as the lower limit values although no major defects were observed in the specimen CLT. So we suggested that the shear strength should be evaluated taking the shear stress concentration into consideration.

5) The test values of glulam bearing characteristics perpendicular to grain by pipe LSB reinforcement were in good agreement with the additional values of the each other characteristics calculated from the design methods for the LSB joint and compression perpendicular to grain. So we found that the reinforcement for the bearing capacity of the glulam perpendicular to grain could be effective.

6) Although the calculated yield moment by the proposed analysis model for the beam-to-column joint was overestimated because the reinforcement by the pipe LSB for the boundary beam glulam perpendicular to grain was not as effective as the element compression test, the calculated values of the rotation rigidity and the maximum moment was in good agreement with the test results. So we confirmed that the proposed analysis model could be appropriate to some extent.

7) Although the estimated stiffness of the boundary beam shear panel load carrying performance in the beam-to-column joint, in which the shear stress distribution factor was assumed as 1.2 by Timoshenko's beam theory, showed good correspondence with the tested values, the calculated value of the shear strength, in which the shear stress distribution factor was assumed as 1.5 by the Bernoulli-Euler beam theory, was higher than test results. So we suggested that it was necessary to consider much more stress concentration for the shear strength.

In order to investigate the behavior of protected steel beams with multiple circular openings at high temperatures under fire conditions, full-scale load-heating experiments were discussed in the previous paper. In this paper, an analysis procedure using ABAQUS FEM code to accurately reproduce the experimental results of the previous paper is developed. Furthermore, using the developed analysis method, perforated H-beams with various hole diameters, hole spacings, and fire protection thicknesses were analyzed. The findings of this paper are as follows:

1) In order to analyze the behavior of perforated H-shaped steel beams at high temperatures using a general-purpose finite element code, an analysis method including boundary conditions, an FEM mesh model, and an appropriate method for setting the mechanical and thermal properties of the materials used, such as steel, and thermal conditions including configuration factors of various surfaces, has been developed.

2) The behavior of a protected perforated H-shaped steel beam with multiple circular openings having the diameter of half of the beam height under ISO 834 standard heating, as reported in the previous paper, was analyzed using the analysis method described above.

3) It was found that the fire resistance improved as the hole spacing increased, but the improvement became smaller when the hole spacing exceeded 2.5 times the hole diameter.

4) The results of the analysis with the hole diameter varied in the range of 1/2 to 1/4 of the beam height and the hole spacing was either 1.5 or 2.5 times the hole diameter showed that there was no significant difference in fire resistance when the hole spacing/hole diameter ratio was the same.

5) As for the fire protection thickness, when the hole spacing/hole diameter ratio is 1.5, the fire performance of the beam does not approach that of a non-hole beam of the same specification even if the fire protection thickness is doubled. However, when the hole spacing/hole diameter ratio is 2.5, the fire resistance of the beam is almost equal to that of the non-hole beam when the fire protection thickness is increased by a factor of 1.4.

6) When holes with a diameter of less than 1/2 the beam length are installed in the web at intervals of 2.5 times the hole diameter or more, the fire resistance of the beam can be maintained at least as high as that of a non-hole beam, even if the inner surface is not fire protected, if the thickness of the fire protection is not less than 1.4 times the thickness of the non-hole beam.