JP2023140242A - Earthquake reinforcement/seismic isolation structure construction method for traditional wooden building - Google Patents

Abstract

To provide an "earthquake reinforcement/seismic isolation structure construction method" for a traditional wooden building located on soft ground and with a stone foundation structure for column bases.SOLUTION: When replacing a building's soft ground with a pressure-resistant foundation that has structural strength, a foundation stone of a stone foundation structure are directly supported. A back side of a replaced pressure platen foundation is smooth, and it is expected that it will slide on soft ground in the event of a large-scale earthquake. As a countermeasure, the back side of the pressure platen foundation has a foundation waffle beam shape structure. Furthermore, support steel pipe piles are press-fitted into the ground from the pressure platen foundation to a support stratum directly below. Uneven settlement of the pressure platen foundation is prevented. A foundation complex is formed by the foundation waffle beam shape and foundation piles, a pile head securing tube is attached to the steel pipe pile, it functions as a seismic isolation device, and can be used in the event of a large-scale earthquake. The structural strength of a traditional wooden building, which has a friction effect due to the viscous characteristics of the soft ground layer in the foundation complex, is also ensured.SELECTED DRAWING: Figure 1

Description

The present invention relates to traditional wooden buildings such as temples scattered throughout the country, most of which are located around river basins, and the frame-column-pedestal structures are made of stone. Around the river basin = soft ground: Geology, N value = 3 to 4, earthquake resistance and seismic isolation related to earthquake countermeasures for soft ground and stone-built structures of traditional wooden buildings such as temples composed of two elements of stone-built structures Construction method.

Many of the traditional wooden buildings that still exist across the country are estimated to have been built between the Keio period and 1950, around the time of the Urban Buildings Act. The Building Standards Act was enacted in 1951, and the Building Standards Act was enacted in 1982, and has since been enacted as the Earthquake-Resistant Design Act {Earthquake-Resistance Standards} and {New Earthquake-Resistance Standards}.
We conducted on-site surveys of 51 temples such as traditional wooden buildings, and found that many of the main halls had the defects shown in Figure 1, such as cracks in the earth floor and walls, displacement and deformation of the framework, and distortion of the roof tiles. Commonalities were confirmed. Location: river basin, structure: stone-built. Location: As shown in the geological boring survey maps of the river basin, Figures 17 to 19, there is soft ground with an N value of 3 to 4 from the building ground surface to a depth of 5 to 6 meters, and there is a support layer between 6 and 10 meters deep. Confirm that the N value is around 6 to 44. According to the current Building Standards Act, when building a new two-story wooden house on soft ground with an N value of 3 to 4, the examining body requires measures such as driving steel pipe piles into the foundation and the lower part of the foundation, improving the ground, and depending on the situation, installing a pressure-resistant foundation. Sometimes more is required.

Although some of the traditional wooden buildings have been rebuilt, the majority of the buildings are currently undergoing some renovation work, such as installing seismic bracing on the four corners of the exterior walls and interior walls, and the soft ground, soil, and stone structures have been left alone. Currently, no measures have been taken for earthquake reinforcement, etc. Many traditional wooden buildings are built on stone floors and soft ground, which is exactly what they are called {nails in bran}. Traditional wooden buildings are cultural heritage sites that are difficult to rebuild because they are the work of a combination of high-grade, rare domestic wood that will be difficult to procure in the future, and traditional techniques and shrine carpenters that are currently in sharp decline.

Traditional wooden buildings such as the main hall: The actual situation in Figure 1 will be explained. Many traditional wooden buildings, such as the main hall, are suffering from various types of damage assumed to be caused by external stress, including cracks in the outer walls, immovable settlement, building tilting, displacement, deformation, roof distortion, and rain leaks.
The main structures of traditional wooden buildings, such as frame columns and floor bundles, are all called Ishiba-deri, and Ishiba = cornerstone, and the load of the upper building structure is transmitted to the cornerstone. The material and shape of the foundation stone is natural stone, and the outer diameter is approximately 2 to 3 times the thickness of the frame columns, and chestnut or split chestnut stone is used for the lower part of the foundation stone.
An object of the present invention is to provide an earthquake-resistant and seismic isolation construction method that improves traditional wooden buildings, which are currently built on stone floors and on soft ground, and which have earthquake-resistant structural defects.

In order to achieve the above object, the first invention provides a reinforced concrete structural pressure platen (hereinafter referred to as pressure plate foundation 10 ``Earthquake-resistant and seismic isolation construction method'' that makes it possible to carry out the replacement work while maintaining the current condition of the upper part of the main body, including the stone-built structure, while improving the structure of the existing structure.

The second invention relates to a pressure platen foundation that was replaced with the first invention. Previously, pressure platen foundations for houses, etc. were flat plate-shaped, but in traditional wooden buildings, the building ground surface 2 was soft ground 4. Figure 8 Pressure plate foundation waffle beam structure (hereinafter referred to as “Pressure plate foundation "Earthquake-resistant and seismic isolation construction method" that enables "waffle beam structure".

The third invention is the second invention: Post-cast steel pipe piles directly under the pressure plate foundation and directly on the supporting layer in order to reduce the stress caused by earthquakes, typhoons, etc. and immobility settlement on the pressure plate waffle beam structure and traditional wooden building 1. "Earthquake-resistant and seismic isolation construction method" that enables press-in construction.

The purpose of the fourth invention is to provide a jig-specific mount 31 that is necessary for the press-in work of post-cast steel pipe piles to be connected to the foundation surface of the pressure plate, and related structures and construction methods. "Earthquake resistant and seismic isolation construction method".

The fifth invention is based on the fourth invention, in which a pile head securing cylinder 30 is attached to the pile head of the steel pipe pile that is press-fitted into the ground directly under the pressure plate foundation using a dedicated jig frame, and the upper part is reinforced with an opening part. After constructing the reinforcement 26b, concrete is poured and sealed. The installation of pile head securing tubes allows steel pipe piles to follow the displacement of [traditional wooden building 1 + pressure board foundation 10] in the event of a large-scale earthquake, and prevents [pile head: overstepping] when the earthquake subsides. Earthquake-resistant and seismic isolation construction method that makes the pile function sustainable.

In the above configuration, 56 steel pipe piles were installed between the pressure platen foundation and the support layer via pile head securing tubes (Kenzan of the flower arrangement) in an upside-down state. During normal times, the entire load of traditional wooden buildings is supported by 56 steel pipe piles, and in the event of a small earthquake, it is transmitted to the supporting strata and is not affected by the soft ground, but the horizontal stress of the earthquake that occurs during a large earthquake Sliding displacement of (traditional wooden building) + (pressure plate foundation) on the soft ground surface is expected, but the [foundation formed by (pressure plate foundation waffle beam structure) + (group of 56 steel pipe piles)] The viscous properties of the soft ground strata (friction effect) function in the complex, and the seismic isolation effect operates effectively, making it possible to attenuate the sliding displacement of (traditional wooden building) + (pressure-resistant foundation). , a new earthquake-resistant and seismic isolation construction method for traditional wooden buildings.

As is clear from the above description, the present invention provides the following effects.

Previously, the foundation structure of a building (pressure platen foundation) could only be constructed on a vacant construction site. The first invention of the present invention is to excavate (building ground topsoil: approximately 30 cm deep) directly under (traditional wooden building) in the existing state of (traditional wooden building), and (building ground topsoil) and (pressure platen foundation). ), and in the case of main halls, etc., a new ``seismic resistance/seismic isolation construction method'' that allows for the use of (traditional wooden buildings) by adjusting the schedule at any time to accommodate urgent memorial services during construction.
Previously, an overview of seismic reinforcement work related to (traditional wooden buildings) was provided in the Agency for Cultural Affairs'"Guidelines for Seismic Diagnosis and Seismic Reinforcement of Important Cultural Properties (Buildings) Revised Edition Case Studies, March 2017". (Construction details) are stated,
R-temple: 5 columns x 5 beams. Semi-demolition repair/(construction period: 56 months)
S Temple: 16.5 spaces in rows x 11.5 spaces in beams. Semi-demolition repair/(construction period: 72 months)
The above-mentioned Nikaji Temple has been repaired by ``half-demolition: including the hut and roof,'' and it is thought that it will be impossible to conduct any religious activities in the main hall for a long time.

Previously, the ``shape and specifications'' of the basic structure of wooden buildings (pressure platen foundations) were generally ``thickness: 15 to 25 cm, rectangular in plan, and reinforced concrete.'' The second invention of the present invention is that the (building ground surface) of the (traditional wooden building) is (soft ground) and (supporting layer), and corresponds geologically to [flood plain/backward wetland]. The second invention of the present invention was evaluated based on the fact that the amplification of seismic motion) is the maximum value in Figure 22 (large: D≦0.5, 2.85) and (viscosity characteristics of soft ground). This relates to the (pressure platen foundation) that was (replaced) in the first invention, and the (building ground surface) is both a (soft stratum) and a (supporting layer), and it is difficult to imagine that in the event of a large-scale earthquake. (Pressure plate foundation waffle beam structure) (hereinafter referred to as "pressure platen waffle beam structure"), which corresponds to [displacement/collapse of around 20 cm] of (traditional wooden building) and displacement/deformation of (pressure platen foundation). "Earthquake-resistant and seismic isolation construction methods" that make it possible.

Previously, the foundation structure of buildings (steel pipe piles: press-fitted underground) could only be constructed and constructed when the construction site was vacant. The third invention of the present invention is to install (steel pipe piles) directly under the above-mentioned (pressure-resistant foundation) constructed directly under (building ground surface) of (traditional wooden building) in the existing state of (traditional wooden building). A new "earthquake-resistant and seismic isolation construction method" that allows indoor manual labor (underground press-in construction).

The fourth invention of the present invention is to install and fix (a dedicated jig frame) on the top surface of (pressure platen foundation), which is related to (underground press-in work) of steel pipe piles, when constructing steel pipe piles according to the third invention. , Jig: Stores and secures the press-in machine, and when acquiring the reaction force of the pressure platen foundation, the jig-dedicated mount can be used effectively to perform indoor press-in of steel pipe piles into the ground (by hand, etc.). A new "seismic resistance/seismic isolation construction method" that enables smooth construction support.

The fifth invention of the present invention provides a pipe for securing the pile head on the top of a steel pipe pile that has been press-fitted underground into the supporting stratum directly below the pressure platen foundation, using the fourth invention (a dedicated jig frame). ). In the event of a large-scale earthquake, the (traditional wooden building) + (pressure-resistant foundation) will follow the (earthquake stress) and, after [sliding displacement on the soft ground surface], will prevent [pile heads from slipping off] when the earthquake subsides. This is a new "seismic resistance/seismic isolation construction method" that allows (pile head securing tube) to (foundation waffle beam structure) + (56 steel pipe piles) = [foundation complex].

(Traditional wooden building) Main hall's "seismic resistance/seismic isolation construction method" before and after comparison explanatory diagram Cross-sectional structure diagram of the main hall (current condition) Plan of the main hall (current status) A map of the main hall’s stone floor (current condition) Floor plan of the main hall (current condition) [Foundation complex] Floor plan: “Formwork work and reinforcing steel work completed” before concrete pouring [Foundation complex] Plan: After concrete pouring, “steel pipe pile press-in work completed” [Foundation complex] Floor assembly seismic reinforcement details/enlarged view: Pile head securing tube [Foundation complex] Seismic reinforcement of floor structure: Detailed plan view [Foundation complex] Installation plane/formwork construction cross section A-A [Foundation complex] Excavation level plane details/excavation work cross section B-B [Foundation complex] Pressure plate reinforcement cross section/stone floor construction diagram: Foundation cross section C-C [Foundation complex] At the start of steel pipe pile press-in construction / Plan details: Foundation cross section D-D [Foundation complex] Steel pipe pile press-in procedure explanation/Jig dedicated frame installation Details of the frame column base structure and floor bundle base structure in [Stone building explanatory diagram] [Ishiba Dake survey photos]: [A] ~ [F] [Geological survey data-1]: Rotary mechanical boring survey [Geological survey data-2]: Rotary mechanical boring survey [Geological survey data-3]: Rotary mechanical boring survey [Geological survey data-4]: Geospatial Information Authority of Japan: Flood control landform classification manual, page 31 [Location: River basin]: Saitama prefecture surface geological map (prefectural data), addition of survey points

Embodiments of the present invention will be described below based on the accompanying drawings, research photographs, materials, and Figures 1 to 21.

The same reference numerals shown in FIGS. 1 to 15 refer to the same constituent parts, and therefore redundant explanation will be omitted.

Figure 1 is a comparison diagram of a (traditional wooden building) before and after seismic reinforcement and seismic isolation reinforcement.The right side of the figure shows the current state (of a stone field building), and the left side of the figure is an overview of the ``earthquake resistance and seismic isolation construction method'' of the present invention. The thickness of the soft geological layer is 5-6M, and the thickness of the supporting layer is approximately 5-10M. This is an ``earthquake-resistant and seismic isolation construction method'' that enables a ``seismic isolation structure'' through the ``joint treatment method'' between the ``foundation complex'' and the (steel pipe pile cap).

Figure 2 is a cross-sectional structural diagram of the main hall (traditional wooden building), and (details of the column base structure) are all (stone-built). During the field survey, it was confirmed that (distortion) and (displacement) were observed in the (roof tiled condition) throughout many of the main halls. (Distortion) is (occurrence of unevenness on the roof tile surface), (displacement) is Fig. 17 [A] (the rows of roof tiles in the horizontal direction are irregular in the upper and lower rows), and (displacement) is shown in the inside investigation of the hut. (missing/deformation of structural members), (Kakegi 11: Failure of Hanegi), etc. were confirmed, and the cause was presumed to be the occurrence of [Kobe beam joint + structural displacement/deformation], and [Kobe beam joint + structural displacement・The main cause of this (deformation) is thought to be the displacement of the (leg foundation structure) which is the support structure of these (roof frame structure) = (stone field building). In addition, (distortions and cracks) were confirmed on the (facing worship floor) and (ground surface within the precincts).

Figure 3 is the floor plan of the main hall (traditional wooden building), and the current state of the east, west, and south exterior walls is glass shoji sliding fittings 35 (width: column center 1.820, height 1.800 to 2.000). It is in an open state. Current law: According to the Building Standards Law, important parts of small-scale wooden houses that require a minimum of bracing. Naturally, it is necessary to consider the wall amount calculation sheet. However, in this case, the seismic reinforcement work based on (taski bracing), and the earthquake-resistant and seismic isolation work for (base structure of column base = stone building) that affected the survival of (traditional wooden building). ``Implementation of construction methods'' is the highest priority and most important.

Figure 4 is a floor plan of the building. In the above configuration, the current state of the floor assembly configurations of ▲5▼ street and ▲11▼ street is that Ohiki logs: 15a have been constructed, and although there is no loss in (log material: structure/dimensions) etc., it is a support structure (floor ) are all (stone-built structures).

Figure 5 is (plan view of the pillar base of the stone building). The row of pillars consisting of ▲5▼ street in the figure, the facing pillar 17 - the outside pillar 18 - the outside pillar 18 - the barrier pillar 19 - the inner hall pillar 20a, is located at the same position as the street ▲8▼ in the center of the main hall, ▲11 in the figure. ▼They are arranged in the same way on the street. In a temple, the [core space] between street ▲5▼ in the figure and street ▲11▼ in the figure is the core of religious activities and the core structural part of the main hall. However, the outer peripheral frame columns (four-sided column row) surrounding the core structure 36 are similar to the New York Trade Center Building (core structure) in the United States. In the figure: ▲ ▼ ▼ ▲ ▲ ▼ ▲ 2 ▼ ▲ 14 ▼ The current status of each frame column of the outer column column formed by the street: The foundation structure of the column base is all (built in stone) [Most important issue] I can say that.

Figure 6 is a floor plan of the [foundation complex] before concrete pouring (after leveling mortar is finished).
As mentioned above, (geology of supporting ground surface) is (soft ground). The above-mentioned (immobile settlement) of the [foundation complex] was addressed by (steel pipe pile press-in), but the ground surface of the [foundation complex] is smooth, and in order to cope with (horizontal stress such as seismic force and wind pressure), ( (Waffle beams) 29 are provided on the (outer periphery) and (lattice-like) of the pressure-resistant board foundation: back surface. (Formwork of the same part): 9a, 9b, 9c, 9d of (stone-built frame column base structure) and (floor bundle base structure), and formwork 27 of (steel pipe pile press-in hole), etc. are shown.

Figure 7 shows (steel pipe pile laying plan) + [foundation complex laying plan] of the [foundation complex] (after concrete placement). (formwork for the same part): 9a, 9b, 9c, and formwork 27 for (steel pipe pile press-in hole), etc. for all (stone-built frame column base structure) and (floor bundle base structure), etc. .

Figure 8 is a cross-sectional view of the foundation complex (details of seismic reinforcement of the floor structure).
[Foundation complex] When concrete is poured, (foot consolidation: driving anchor bolts) 26 are simultaneously cast as (foot consolidation) 22 fixing members. (Pile head securing tube) 30 is attached to the pile head after completion of press-fitting (steel pipe pile 12), and after construction of (open hole reinforcement) 28, concrete is poured and hermetically sealed. (Pile head securing tube) is installed to follow the displacement of (traditional wooden building) + (pressure platen foundation) when a large-scale earthquake occurs, and after approximately 20 cm displacement, there is no [pile head: overstepping] when the earthquake subsides. This is an invention related to a new "seismic resistance/seismic isolation construction method" that makes it possible to
The enlarged view in the figure is a detailed cross-sectional view of the pile head after the pile head securing cylinder has been installed, and after the pile head reinforcement has been installed and concrete is placed at the top of the opening. (pile head securing cylinder) during normal times. If a steel pipe pile is inserted approximately 400mm inside and a horizontal displacement of 20cm occurs in the event of a large-scale earthquake, the vertical displacement of the top of the steel pipe pile with a length of 5 to 6M will occur. The amount is 20/500~600≒0.80~0.96cm, which maintains the inserted state of approximately 400mm (pile head securing cylinder) without any problem (ensures continued pile function).

Figure 0 is a (detailed plan view) of the (seismic reinforcement of the floor structure) of the [foundation complex].
The core structure of the main hall mentioned above is composed of (outer pillars 18), (big logs: large 15a), and (main frame structure 5), and these supporting members: (floor bundles 13a, 13b, 13c). All of the column base structures, including the 1st column, are (stone field construction), and all of the bundle foundations are (stone field construction structure).

Figure 10 is a sectional view of the formwork construction and a plan view of the formwork installation for the [foundation complex].
For example, excavate the area around the pillar base (precinct ground surface 2) of (facing worship pillar 17), align the upper end of (void pipe φ600: 9b) with [pressure board foundation/planned top surface], and install (formwork) in advance and bury it. Then, tighten the ground surface of the foundation stone inside the frame to make it smooth. Similarly, (outer pillar 18), (boundary pillar 19), (inner pillar 20a), (inner pillar 20b), (inner pillar 20c), (framed pillar 21a) (φ600 void pipe 9b), (framed pillar 21b), (framework column 21c), (framework column 21d) (9cφ300 void pipe 9c), and (floor bundle 13a), (floor bundle 13b), (floor bundle 13c) (φ300 void pipe 9c). Similarly, install and bury (stop frame T12 formwork waterproof plywood 9d) in accordance with [Pressure board foundation/planned outer end] and (waffle beam 29) [planned inner end].

Figure 11 is a sectional view and excavation level diagram of the excavation work for the [foundation complex] and (waffle beam 29). As mentioned above, after the preliminary installation and burying of the formwork related to the [pressure platen foundation] + (waffle beam 29) is completed, (excavation work) of (precinct/subfloor ground surface 2) will be carried out in accordance with the [planning level]. The crushed stone with the floor 8 is tightened and adjusted by rolling machine and manually on the bottom of the place where the work has started and reached the [planned level]. At this time, the upper surfaces of the void pipes 9a to 9d are tightened (manually) for the purpose of soil stabilization.

Figure 12 shows that after the cross-sectional diagram, bar arrangement diagram, and opening reinforcement diagram (excavation work) of the reinforcement work of the [foundation complex] was completed, the (structural beam: reinforcement arrangement) of the (waffle beam 29) section was started in advance and continued. The flat part of the [pressure platen foundation]: [Mochiami double reinforcement] will be constructed, and around all (stone building) parts and (foundation stones): [opening reinforcement 28] will be constructed in a (diamond shape). . During the construction stage, we will proactively take measures to ensure that reinforcing bars can be inserted at the bottom of the foundation stone. In addition, appropriate (multi-purpose driving/anchor bars 32) will be constructed on the entire surface of the [pressure platen foundation] to make it compatible with various future construction works. Go to (waffle beam/beam reinforcement 29) shown in [Mochiami double reinforcement] [Stone building: opening reinforcement diagram] [Pressure plate reinforcement cross section] in [Foundation complex] (Foundation reinforcement double reinforcement 24b) is fixedly installed, the waffle beam reinforcement arrangement: form is completed, and [stone field construction: opening reinforcement reinforcement] is constructed in a diamond shape around (cornerstones 6b to 6e), and at that time, the bottom of the (cornerstone) If the "structural integrity" of the (warikuri stone 7) section and (foundation stones 6b to 6e) is judged to be sound, we will proactively carry out additional construction (stone field building opening reinforcement bars 24a) at the bottom of the (warikuri stone 7) section. make it possible to do so. Detailed cross-sectional view of "Explanation of steel pipe pile press-in procedure" for [Foundation complex].

Figure 13 is a detailed plan view of the [foundation complex] after completion of concrete pouring (concrete pouring completed). After confirming the legal strength, various formworks: void pipes were removed, especially (formwork: φ300-void pipes)・After removing the pile press-fit hole 9c), secure a working space around the pile press-fit hole, (bend the opening reinforcing bars 28), prepare for the steel pipe pile underground press-fit work, ) Preparation for installation, resetting of (multi-purpose driven anchor bars 32) (correcting bent portions of members such as reinforcing bars), etc. After removing all (formwork: void pipes) of (main framework) and (floor bundle), (discharge) (old soil) in (circular gap area) with [pressure-resistant foundation], Lay down (concrete pouring + metal trowel repair) to match the finished surface of the foundation stone (side of the foundation stone).

Figure 14 is a detailed cross-sectional view of the [foundation complex] after completion of concrete pouring and curing period.
[Steel pipe piles] and underground press-in of [foundation complex]: Process outline diagram.
[Steel pipe pile] Required for underground press-in construction: Driving (driving anchor bolt φ15.34) for installation and fixation of (Jig-specific frame 31) to [Pressure platen foundation], (Jig-specific frame) using steel pipe piles. Fix it to the top of the press-fit hole ▲2▼. Steel pipe ▲1▼ brought indoors from outdoors is manually inserted from above ▲2▼ (Jig dedicated frame), tightened and press-fitted into (Jig: press-in machine), and the first pile leaves the head. After the underground press-in, the second pile is welded together and the underground press-in is restarted.After confirming that the pile has reached the support layer based on the resistance value of the jig (press-in machine), the remaining pile part is removed and the underground Medium press fit is completed. (Jig-specific mount) was moved to the next steel pipe pile press-fit hole ▲3▼, and after polishing and maintaining the second pile head with an electric sander, a (pile head securing cylinder) was installed, and the opening reinforcement The top of the pile head securing tube is covered in a grid pattern, and after completion, the steel pipe pile press-in hole is filled with ready-mixed concrete. After that, the same repeated procedure was used to form (group of 56 steel pipe piles) and complete the [foundation complex]. Through this work, all the stress caused by earthquakes, typhoons, etc. to the (traditional wooden building) related to (column base foundation: stone field structure) is transferred to the [foundation complex].

Figure 15 shows [Explanatory diagram of stone building] [Details of framework column base structure] [Details of floor bundle base structure], ▲A▼: Connection of facing pillar 17 and (kutsu stone): Shiguchi is generally There are two construction methods. A typical construction method is to drill a hole (umbilical hole: mortise) on the top surface of the stone and then insert the lower end of the prayer pillar 17 (navel processing). The second construction method is to drill a (umbilical hole) on the top surface of the stone, drill a (umbilical hole) on the bottom end of the prayer pillar (17), and install a separate (37-hole navel: hardwood or metal navel). A construction method that involves inserting a umbilical cord at the bottom end of the pillar after inserting it into the top surface. ▲C▼ In the investigation of the connection joint between the frame column 21a and the foundation stone 6d, the (bottom of the column base) of the frame column 21a was generally installed directly on the top surface of the (kute stone). As shown in the survey photo [F], it is confirmed that the frame column has already been moved (horizontal displacement) to the right of (Kutsuishi). ▲2▼: In the investigation of the joining joint between the outer pillar 18 and the foundation stone 6b, a (umbilical hole: mortise) is generally drilled on the upper surface of the outer pillar 18, and the lower end of the outer pillar 18 is (navel processed) and inserted. However, as shown in the survey photo [C], the horizontal displacement of the frame column to the right of the stone pillar has already been confirmed. (umbilicus hole) and the bottom end of the pillar (umbilicus processing) are not yet completed, which is confirmed in most temples, and the present invention also deals with [missing steps in stone building].

Figure 16 is [Ishiba Dake survey photo]
[A] A panoramic view of the main hall from the approach, in front of the Sanmon gate, with the roof tiles in disarray and the hut deformed. The (roofing line) from the eave to the ridge of the gambrel roof tiles and roof tiles was bent left and right, and distortion was confirmed in the center of the roof. It was assumed that (settlement displacement) occurred in the main frame structure, and the main cause was the (column base: stone-built structure) of the frame column.
[B] The outer part of the floor bundle structure is based on (floor bundle 13b) and (cornerstone 6c) of (Obiki / Dai 16a). Due to the (horizontal displacement) of the wooden building, the building is on the verge of overstepping. {No foothold}
[C] Column base structure part Inner floor structure (Obiki / Middle 16b), (Stone building structure) based on (framework column 6c) and (cornerstone 6c) (column frame: 270 square), (cornerstone) The building was constructed by processing natural stone into a flat plate (with a lightly hammered finish) and has a rough surface, but due to the (horizontal displacement) of the (traditional wooden building), it is ``on the verge of overstepping''. {No foothold}
[D] Corner of the corridor where the foundation stone has been stepped off: The condition of the underfloor structure (framework columns 150 and 21a), (cornerstone 6c) and (cornerstone 6c) is similar to that of many (traditional wooden buildings) other than (stone-built structure) for many years. This is the first structure confirmed in the investigation records. Frame columns: Under the (foundation stone), (foundation stone), in two tiers, in the back of the photo: The (foundation stone) one room (1.818m) ahead is similarly (two-tiered foundation stone), (of the traditional wooden building). It is presumed that the second-stage frame column (foundation stone) was (horizontally displaced) to the left of the photo.
[E] (Stone building structure) based on the foundation stone sinking inner floor structure (inner pillar, 300 square 20a) and (cornerstone 6b), (cornerstone) is a natural stone processed into a flat plate (with a small pounded finish), and (cornerstone) ) and (chance pillar), two wooden boards were found, and one board was also found on other frame pillars.Although it cannot be determined by visual inspection, it has been found that the It is presumed that "correction of subsidence areas, etc." was carried out and (two wooden boards) were inserted. (Soft ground + stone field construction) is the main cause, and the external cause of the structure {no foot consolidation} can also be said to be a contributing factor.
[F] During the field survey (51 temples) for Great Earthquake restoration, we encountered many (Great Kanto Earthquake restoration sites), and two common points in construction methods were confirmed in the restoration status. The first point concerns the outer wall surface (temporary major bracing), and the second point concerns (underfloor: floor assembly bracing). (Floor bracing) During construction, the (lower end of the log sash) between (chance column: large lumber part) and (framed column: column base cornerstone) is exposed to (concentrated stress) at the (lower end of the column base). ), and is a method of construction that deliberately induces horizontal displacement of the structure (integral horizontal displacement of the traditional wooden building 1) in the event of a large-scale earthquake (traditional wooden building 1), contrary to its form (foundation stone stepping off).

Figure 17 is [Geological survey map-1], which is a product of (light blue horizontal thin line area: flood plain/valley flat area) based on (rotary mechanical boring survey): ``column map''. Depth 1.5M: N value = 3, Depth 4M: N value = 3, Depth 5M: N value = 5, Depth 6M: N value = 14, Depth 10M: N value = 43.

Figure 18 is [Geological survey map-2], which is a product of (flood plain/valley flat land) based on (rotary mechanical boring survey): "column map". Depth 1.5M: N value = 2, Depth 2.5M: N value = 0, Depth 6M: N value = 10.

Figure 19 is [Geological survey map-3], which is a product of (light blue horizontal thin line area: flood plain/valley flat area) based on (rotary mechanical boring survey): ``column map''. Depth 5M: N value = 0, Depth 7M: N value = 5, Depth 8M: N value = 5, Depth 9M: N value = 21.

Figure 20 is [Geological Survey Material-4]: Ministry of Land, Infrastructure, Transport and Tourism, Geospatial Information Authority of Japan, "Disaster Prevention Geographic Information Utilization Manual (Draft), 4.3 Use for Earthquake Countermeasures (1) Estimation of seismic motion (susceptibility to shaking)" . The already mentioned (Fig. 27: Flood plain/valley flatland) is [back marsh/delta], and is based on "Geographical Information Authority of Japan: Flood Control Topographic Classification Map Explanation Manual 2015 P-31, (D≦0.5km)/Amplification degree 2. .85, (easiness of shaking): large].

Figure 21 is [Location: River basin]: Saitama prefecture surface geological map (prefectural data), Saitama prefecture surface geological map with survey points added (partial notation: approximately 1/6), and Figure 16 [stone field survey photo]: [ A] - [F] Added [code] for the locations of six temples. All locations fall under "Map Legend: Floodplain/Valley Flatland."

The present invention is intended to provide support to organizations involved in the management, maintenance, and restoration of various cultural properties and cultural heritage sites (traditional wooden buildings) throughout Japan (seismic reinforcement and seismic isolation planning support), as well as construction personnel and religious affairs offices related to each temple. Providing information and technical support to Providing information and technical support to (general wooden construction workers) in river basins across the country.

Explanation of symbols 1 (Traditional wooden building) 2 Building ground surface 3 N value (soil bearing capacity) 4 Soft ground 5 Main framework structure 6a Foundation stone 6b Foundation stone 6c Foundation stone 6d Foundation stone 6e Foundation stone 7 Split chestnut stone 8 Crushed stone with floor 9a Formwork: φ900-void pipe 9b Formwork: φ600-void pipe 9c Formwork: φ300-void pipe 9d Stopping frame: T12 formwork Water-resistant plywood 10 Pressure plate foundation 11 Hanegi 12 Steel pipe pile 13a Floor bundle 13b Floor bundle 13c Floor bundle 14 Negarinuki 15a Ohiki log: Large 15b Ohiki log: Medium 16a Ohiki: Large 16b Ohiki: Medium 17 Mukai pillar 18 Outer pillar 19 Barrier pillar 20a Inner pillar 20b Inner pillar 20c Inner pillar 21a Frame Column 21b Frame column 21c Frame column 22 Foot consolidation 23 Pillow stone 24a Stone field construction: Open reinforcing bars 24b Foundation reinforcement: Double reinforcement 25 Pressure platen foundation: Concrete frame 26 Foot consolidation: Driving anchor bolt 27 Steel pipe pile press-in hole 28 (open Hole reinforcement) 29 Waffle beam 30 (Pile head securing cylinder) 31 (Jig dedicated frame)
32 Multi-purpose driven anchor bar 33 Foundation: Rainwater catch stand 34 Cast concrete anchor φ15 35 Glass shoji sliding fittings 36 Core structure 37 Yato tenon

Claims (6)

The supporting ground for many traditionally constructed wooden buildings in the flood plains of river basins is soft ground with an N value of 3 to 4. The foundation stone is placed directly on the ground surface of the building, and there is no concrete foundation or foundation, and the stress of the building's weight, seismic force, wind force, etc. is concentrated on the main frame columns and the foundation stone, which can be said to be a single point at the bottom of the floor bundle. The soft ground described above can be said to have a marked lack of bearing capacity. As a structural improvement measure for the wooden building, the ground surface of the building that supports the foundation stones of the stone-built structure will be replaced and structurally improved with a reinforced concrete structural pressure board that has structural strength. During the replacement work, the wooden building and This is a seismic reinforcement and seismic isolation construction method for traditional wooden buildings, which is characterized by making it possible to carry out the above-mentioned construction work while maintaining the current state, including the stone-built structure. The back side of the pressure platen foundation, which was replaced in the wooden building, is smooth, and horizontal displacement on soft ground is expected in the event of a large-scale earthquake.As a countermeasure, viscous resistance, which is a characteristic of soft ground, is expected to respond quickly. The seismic resistance and seismic isolation of the wooden building according to claim 1, characterized in that the back surface of the pressure platen foundation is shaped like a waffle beam, and has a seismic isolation effect that suppresses horizontal displacement based on the viscous resistance of the soft ground incorporated in the recess. Construction method. The supporting ground surface of the traditional wooden building mentioned above is a soft ground, and there is a concern that the replaced pressure platen waffle beam structure may sink in the future, so as an appropriate countermeasure, it is supported directly below the pressure platen waffle beam structure. The best option is to press-in steel pipe piles after they reach the ground level, but conventional steel pipe pile press-in work was carried out by self-propelled heavy machinery on open ground outdoors, and since it was impossible to do so inside traditional wooden buildings, it was carried out manually indoors. The seismic resistance/seismic isolation construction method for traditional wooden buildings according to claim 1 or 2, which enables construction. The post-cast steel pipe pile press-in work for the traditional wooden buildings mentioned above is carried out indoors. Regarding the geology, a supporting layer was confirmed at a depth of 5 to 6M as shown in Figures 17 to 19, and the length of the steel pipe piles was around 5 to 6M.The indoor ceiling height was an average of 10 shaku = 3.0M, and the length of the steel pipe piles used was With a length of 9 feet = 2.7M, the welding connection is made during the press-fitting process to reach the support layer, and the invention of a dedicated jig frame allows for smooth construction by capturing reaction force during manual press-fitting indoors. The seismic resistance and seismic isolation construction method for traditional wooden buildings according to claims 1 to 3, characterized in that: Post-cast steel pipe piles for the traditional wooden buildings mentioned above are press-fitted into the ground directly below the pile press-in holes on the pressure-resistant platen waffle beam structure that was replaced as part of indoor construction, but, however, the traditional wooden building + pressure-resistant platen waffle beam structure The supporting ground is soft with an N value of 3 to 4 and a layer thickness of 5 to 6 meters.
Cabinet Office Regulatory Reform Promotion Council Agriculture and Forestry Working Group ``2018.2.16 Document 1-1. 5. The traditional wooden building according to claims 1 to 4, wherein the pile head is equipped with a pile head securing tube that prevents the steel pipe pile head from being stepped off when the earthquake subsides after the displacement, so that the pile function can be sustained. Earthquake resistance and seismic isolation construction methods for objects. The pressure plate foundation waffle beam structure of the above-mentioned traditional wooden building + 56 steel pipe piles are constructed and formed symmetrically as shown in Figure 7, ▲8▼. Claims 1 to 5, characterized in that the seismic isolation effect effectively functions to reduce and prevent sliding displacement of the traditional wooden building + pressure plate foundation = foundation complex due to the horizontal stress of earthquakes that occur during large-scale earthquakes. Earthquake resistance and seismic isolation construction methods for traditional wooden buildings.