Super workable concrete with hiqher flowability and stability was used for this building in order to store things like newspapers which are easily affected by moisture. The reason is that honeycomb and void should be minimized on the finishing surface of concrete. As a result, it was found that compactability of concrete and quality of concrete in structures were improved and this is an excellent technology as a method of rationalizing constructions such as an improvement of working environment and an elimination of laber.
The Holly Resurrection Cathedral (Nikorai do), a designated important cultural property, is over 100 years old. Repairs and restorative construction were made following the Great Kanto Earthquake of 1923 but 70 years have passed with no further extensive maintenance. After surveying the weathering of Cathedral, repair work to preserve the cultural property is under way. Results of physical investigation and chemical analysis of nine 70 to 100 year old mortar samples to determine mix proportion, material composition and condition of deterioration are presented in this report.
In the design of "Sundome Fukui", we had sought for a method which can succeed and apply the local traditional industrial technology to the design, which contributes to the revitalization of the local area. For this purpose, a large exterior tile, an iridescent tile, was developed from traditional roofing tile, which was named "Echizen Youhen Tile". This tile was used for the finishing of exterior wall of the dome. The experiment and inspection were undertaken, and then property of the tile such as joints, efflorescence, and adhessiveness were improved.
Upper stories of a large and heavy building with an overhanging portion were lifted up. The lifted portion is about 6500 t in weight and has 156 joints connected to 4 super columns, which stand throughout the lifted portion and have 64 jacks at the top. Stress and displacements during jack loading. tiplift, curtainwall installations, the lift, connection and jack unloading were analized and temporary members were arranaed. To constrain large horizontal displacements of the lifted portion by winds and earthquakes during the lift, small jacks were set on the portion and kept touch on lead-members of the super columns.
In the design of the interior finishing of the ceiling of Sundome Fukui, teflon-coated glass-fiber fabric was used as the membrane ceiling. This material allowed us to design the free form of the ceiling appropriate to a lot of purpose, and showed its excellency in acoustics and workability in construction, The form of the ceiling of the dome reflects the form of the reverse side of the roof. The new membrane ceiling method made possible to construct such complicated form. This method proved its high quality equal and smooth finishing, and sufficient property of acoustics of the dome.
A membrane roof structure with the retractable mechanism is built in Komatsu, Ishikawa prefecture currently. Komatsu is situated on a heavy snowy area, and the value for return period is 153 cm for 50 years and is 175 cm for 100 years. So the evaluation method of the snow load on the membrane roof and the method to control snow sliding on the roof are the main theme. This paper deals with the evaluation method of the snow load on the membrane roof, the field experiment, and the measure against the snow on the plan.
Seismometer array system, a real time damage estimation system, and a shaking table system are unified efficiently at Nagoya University, all these systems are connected to a EWS through LAN and can be controlled on the EWS, As a result, data can be easily shared among the systems. Once an earthquake occurs, the seismic records obtained at 3 observation sites in the seismometer array system are sent immediately to the EWS. Using these records, first, the hypocenter and the magnitude of the earthquake, and then based on these seismic parameters the damage to the structures in Aichi prefecture is estimated spontaneously in the damage estimation system. An observed seismic record also can be used in an experiment for the dynamic behavior of a structure in the shaking table system. The records of an experiment are sent automatically to the EWS and can be easily analyzed.
This paper presents the maximum deformation capacity and energy dissipation capacity of U180-type lead damper used in seismic isolation system. Dynamic and static tests were carried out by the use of actual size damper and 1/4-scaled model. From these experimental results, the ultimate capacity of lead damper was clarified as follows : a) Maximum deformation capacity was over 60 cm. b) Energy dissipation capacity was about 10 times the design requirement. c) Ultimate capacity was approximately predicted by the experimental results of the scaled model.
In design and construction of 21-story high-rise office building featured by its bold architectural design using considerably large cantilever beams, the authors conducted vertical vibration test of a floor slab supported by the cantilever beams. After and before its cladding work to install large-sized glazed curtain walls all around the building, vertical vibration tests were done by making freefall of sand bags and by a person walking. It was confirmed that secondary members such as glazed curtain walls are very effective in improving rigidity of a floor slab and increasing damping factor.
S wave velocity structure plays key roll to estimate seismic around motion. However, we do not have in situ S wave velocity data around Hachinohe city. ln this study, we carry out microtremors exploration around Hachinohe city hall. While we estimate the S wave velocity structure using empirical relation for S wave velocity to SPT N-value and soil type from compiled soil profile. We calculate dispersion curve from the model and compare to 0bserved one. In this case, empirical relation works well within almost 10 % velocity change. We think that we show one example of applicability to estimate the site effect using empirical relation for S wave velocity.
This study is about the correlation between the Swedish weight sounding test value (Nsw) and the standard penetration test (N value). As a result of the statistical analysis, the following facts become carified. The variations between the N value and the Nsw indicate a tendency that the variations become larger as the values are measured at shallower points of the ground and they become extremely large in a range in which the Nsw is 40 or less. Based on this results, we proposed the correction method on relation between Nsw and N value in a range of Nsw≦40.
On Hyogoken-Nanbu-Earthquake (1995.1.17), the filling moved in the direction of the old valley in Nishinomiya City. Some buildings in the area were largely damaged. This report is the results of the observation on the damage of precastconcrete piles (diameter : 0.35m, length : 5m) on a damaged building. The piles were broken at pile-top mainly in the direction of column row. So, we estimate that the collapse of the piles occured by the inertia force of superstructure mainly in the direction of column row. The retaining walls on the western side in the area were largely damaged. On the other hand, those on the eastern side were safe except one. We estimate that in the case of the earth pressure increasing by filling movement, the retaining walls were damaged, but in the case of the earth pressure decreasing, they were safe.
On Hyogoken-Nanbu-earthquake (1995.1.17), lateral flow and liquefaction occured on the ground near by the sea in Ashiya City. A number of buildings in the area were inclined to seaside. This report is the results of the observation on the damage of pre-cast concrete piles (diameter : 50cm, length : 26m)on a damaged building. At the southern footings of the building, the piles were inclined largely and were broken both at about 3.4m depth and at pile-top. 0n the other hand, the piles at northern footings were broken only at pile top. We estimate that the collapse of the piles of northern footings occurred by inertia force of the superstructure and that the collapse of the piles of southern footings occured by landslip. The northern footings are not included in landslip area, then the slip angle is larger than 15°.
The long Term Credit Bank of Japan H.Q. Building in Tokyo, completed in 1993 fall, is high rise building of 130 meters with T shape form. There is a 20 meter cantilever at the height of 46 meters. There are two glass cubes under each cantilever. Both glass cubes are designed by using Dot Point Glaging System. Those could be designed very light structure by using that system. This paper firstly outlines structural planning, load conditions and structural analysis, then reports tension structural system that support D.P.G. system, same scale experiment, and construction method.
To investigate the structural behavior of wood brick wall structure, horizontal loading tests of wood brick wall with/ without opening were carried out. This structure has no column, beam and brace. This wood brick wall can resist both of the vertical and horizontal loads. The wood brick used in this structure is manufactured in the factory by using of dry wood same as the laminated heavy timber. Therefore, the configuration of this brick will never change. From horizontal loading tests results, horizontal strength is larger than that of walls used in the conventional wooden frame with brace.