EP0572659A1

EP0572659A1 - Structure consisting of primary and secondary structures

Info

Publication number: EP0572659A1
Application number: EP90906372A
Authority: EP
Inventors: Jiro Kitamura
Original assignee: Auri Kenchiku Toshi Kenkyusho Co Ltd
Current assignee: Auri Kenchiku Toshi Kenkyusho Co Ltd
Priority date: 1990-05-01
Filing date: 1991-11-22
Publication date: 1993-12-08
Also published as: EP0572659A4; HU9203582D0; CA2086613A1; FI924938A; WO1991017331A1; NO924219D0; FI924938A0

Abstract

A free construction system consisting of secondary structures (B) as modifiable portions such as outer walls, inter-walls, partitions, posts, beams, etc., and primary structures (A) consisting of posts (1), beams (2), walls (3), slabs(4), etc., for supporting the secondary structures. The primary structure (A) is composed of reinforced concrete, structural steel, structural steel concrete or structural steel reinforced concrete, and anchors (6) are disposed at predetermined positions of the upper and lower ends or side surfaces of the posts (1), beams (2), walls (3), slabs (4), etc., of the primary structure (A) determined at the beginning or after construction. Secondary members (B-1, B-2, B-3) as the structural members of the secondary structure (B) are supported by and joined to the anchors (6) of the primary structure (A) either directly or indirectly through receptables (12), intermediate structures, intermediate support fitting members (13), or the like.

Description

TECHNICAL FIELD

The present invention relates to the structure consisting of the durable supporting structure (hereinafter, it will be called 'a primary structure') made of reinforced concrete or the like, to be constructed similarly to columns and a beam part or the like of a general building, and the secondary supported structure supported by this primary structure (hereinafter, it will be called 'secondary structures') as the changeable part to and reform freely: such component as columns, beam, external wall, boundary wall, door and window frames, partitions, furring strips or equipment pipings or the like, being broadly applied to houses, stores, offices, hospitals, schools, and some buildings or the like.

TECHNICAL BACKGROUND AND PROBLEMS TO BE SOLVED

By constructing primary structure (composed of skeleton part: columns, beams, walls or slabs or the like of a general building) as 'an invariable structure,' and by constructing secondary structure (composed of secondary part: columns, beams, external walls, boundary walls, door & window frames, partition, furring strip or equipment pipes or the like) supported by this primary structure, as 'the variable structure to make rebuilding or expanding possible to meet the needs of times', there have been various proposals about what is called an artificial land and an artificial land with multi-layers as the method to keep freely pace with the change of the times in various buildings; houses, stores, and offices or the like. But there have been following problems for an artificial land and an artificial land with multi-layers up to this time.

· Problem concerning to structural planning & design of prior artificial land

Like a prior artificial land, in case that the secondary structure that is a heavy object that has large influence to a primary structure is supported by a horizontal platform composed of slabs and beams or the like of a primary structure. The live load becomes a quits a large value, because of assuming the largest load in order to correspond freely to various scale and structure of secondary structures in future, and further because of assuming the case that the concentrated load beneath the columns or the like of secondary structures or the like occurs at a free spot of a primary structure. It is therefore general to have designed structure in such a way that this load uniformly occurs upon this horizontal platform of the primary structure.
But, in such a support by the horizontal platform of slab or beam or the like of a primary structure, by assuming the largest load and concentrated load of secondary members under the situation to correspond to a future variation, the live load value of this horizontal platform amplifies on a large width, the slab section become larger, and more beams become more necessary than usual situation (in that the form and position of the secondary structure will be fixed in future).
By this mutter, not only the live load increases, but also the dead load of this horizontal platform increases. The cost of this horizontal platform increases more. Further, the loads of beam, columns, and quake resisting wall or the like to support it increases more, and is amplified further more by a seismic force. For that reason the total cost of the building skeleton increases more, and it becomes quite uneconomical extremely. If each partial section of a primary structure gets small to be as frugal in structure as possible for the sake of an economic design, a deficiency of a support-strength of a primary structure occurs, accordingly a scale and a form of secondary structures are greatly limited, a free extent in expanding and rebuilding of buildings is remarkably limited, and an initial purpose can't be achieved.

· Problem of 'initial set up type' anchor

Each composition members of secondary structures are set on a primary structure by an anchor (an anchor is defined here as a support fixed part, that is a mechanical fastener including a welding, on a primary structure). As occurring the distance between anchor positions and composition members of secondary structures, they can't be joined, if a free extent concerning secondary structures' plan is large in case that secondary structures are newly constructed upward a primary structure. Opposite, if a joint of secondary structures is fitted in an anchor position, a form of secondary structures is remarkably restricted.
A problem of anchor diameter and anchor arrangement of 'initial set up type' is difficult to guarantee the flexibility of secondary structures, and to be economical. Because the strength of anchor can't be uniform, there is difference of the support-strength of secondary members, and the positions of anchors on a primary structure can't be uniform because there is difference of the support positions of secondary members. From this matter, the problems of an anchor diameter and anchors' arrangement in case of initial set up anchor type are difficult to guarantee a free extent of secondary structures economically. Further, in case of an initial set up anchor type, there is the problem how the load of secondary structures can be transmitted in the position that a support-strength of a primary structure is gotten. If being by means of secondary members, post-construction set up type is similar to this matter; there is the problem how the load of secondary structures is transmitted in the position that a support-strength of a primary structure is gotten.

· Problem of post-construction set up type anchor

In anchors of light-weight members of finishes, furring strips, and a paper holder or the like, it is possible that their necessary numbers are set up at the setting position on a primary structure at time of their necessity. In case of the heavy object in need of fix reinforcing steel and in case of main bearing members, such a method can't reach the support-strength. Even if such a method can be found, the construction is troublesome and difficult. Further, if anchors are set up by such a method frequently on reforming of secondary structures, the primary structure is quietly damaged and the depression of a support-strength of a primary structure cannot be avoided by opening a hole and excising on a primary structure.

· Necessity of semipermanent guarantee of anchor performance

In order to guarantee free expanding and reforming of secondary structures for the future, there is necessity to make guarantee semipermanently on an anchor performance so that secondary structure can be taken off secondary structures.

· Problems concerning the law of possession of apartment rules and its pertaining civil law

In case of applying it to an apartment house building, there is legal problem in the civil laws caused by the fact that secondary structure, a monopoly part, can't be separated from the primary structure that is a common use part, and the problem in the civil laws and the problem of damages occur, each time individual users bore anchor holes on the primary structure that is a common part. These problems are necessary to be solved in the connective method between anchors on a primary structure and secondary structures.

· Problem of primary self-support type secondary structure of prior type

In case that secondary members are supported by the horizontal plane of a slab and beam or the like of a primary structure like an intermediary layer of prior artificial ground with multilayers, and in case that the secondary structure like an fabricated unit house (it is composed of a skeleton of rectangular parallelepiped, is a self-support and independent secondary structure from a primary structure, and is advantageous to be able to fablication industrialization rate. Hereinafter, it is called 'a primary self-support type secondary structure') is inserted into a primary structure and is supported by a primary structure, the overlap of their load transmission distance and their members occurs, a waste of a primary structure and secondary members occurs together, and a load of a primary structure increases further. That matter increased a construction cost, and further story height, and a land cost. Further as a support place is only restricted to a horizontal plane of a primary structure, a free extent of forming secondary structures was extremely restricted. There is necessity to improve these points.

· Problem of roof layer

In the roof layer, the method that secondary structures are supported simply upon a primary structure, the seismic force and the wind pressure increase, as compared with the ground level of them, the amount of a bearing wall and a brace inside secondary structures was necessary to be set up more than the usual (the ground level). An interior plan was remarkably restricted for this reason. There is also necessity to solve these points.

· Problem of story height increase

The story height of a prior artificial ground with multilayers type gets higher than a prior building, and the construction cost and the land cost are higher disadvantageously (because the height of buildings is restricted by an oblique line rule or the like, its number of stories is less than a general type building's). For the above mentioned reason and also this reason, there is necessity to omit double structure at the utmost, and this should be further worked a solution. In order to set freely equipment positions of secondary structures, an underfloor plenum of a primary structure got large. This matter also increased its story height. There is also the necessity that these points are solved for the sake of a story height reduction.

· Problem of connection and support of secondary member on waterproof layer

On a roof layer and intermediary layer, there is the problem of waterproofing about supporting connection of secondary members at waterproofed slab. In short, in case that secondary members are set up on a waterproof layer, there is necessity to think about the supporting connection system to think about a waterproof countermeasure of the place where the secondary members are set up.

· Summary

The present invention is proposed in order to solve such problems as above and an object of the present invention is to provide the the structure consisting of a primary structure and secondary structures, wherein an economical design of a primary structure is made possible, the support connection for the load transmission between secondary structures and a primary structure occuring kept rational and certain without fear of various problems, the alteration of secondary structures for the future is made possible by free position, and free form, a constructing cost, a land cost and story height can be decreased by avoiding unnecessary compositions of primary structures and secondary structures, and further a higher freedom of a composition of secondary structures is realized.

DISCLOSURE OF THE INVENTION

· Outline

The present invention relates to a free construction system consisting of secondary structures as interchangeable parts such as external walls, boundary walls, partitions, columns, beams, equipment, plumbing or the like, and a primary structure consisting of columns, beams, slabs, or the like, for supporting the secondary structures. The above-mentioned object is achieved by the following means. A primary structure of reinforced concrete, steel, steel framed concrete, or steel reinforced concrete construction is provided, with a specific form as described later, and anchors, again of a definite form mentioned later, are set up at positions (determined at the beginning of construction or after construction of the primary structure) on the upper, lower, and side surfaces of columns, beams, walls, and slabs of the primary structure. Secondary members forming the structural members of the secondary structures are supported by and connected to the anchors of the primary structure either directly or indirectly through receptacles, intermediate structures, and inter-structural members. The secondary members are constructed by using a specific composition as mentioned later.

· Flex structural planning of primary structure

Structural planning of the primary structure is described first. On the ground layer and intermediate layers, it is better to arrange columns and walls so as not to prevent flexibility of the composition of secondary structures, and also to keep the number of walls and columns to a minimum, and especially, it is better to arrange that the width of columns and outside walls located in the depth direction (balcony or corridor side) is small measured in the frontage direction in order to allow flexibility for extension and rebuilding in the primary structure of an apartment house for example. Such structures have many bedrooms and other living rooms on the balcony or corridor side based on lighting considerations.
For the roof layer, there are two methods. Firstly there is the case where the primary structure is not constructed upward on the roof and the secondary structure is supported directly by the roof. The other is the case where a primary structure is constructed upward on the roof to support the secondary structure. In the latter case, the width of columns and walls constructed upward in the outside of the depth direction (balcony or corridor side) can be kept small, or the columns and walls can be omitted altogether on the roof by means of utilizing the horizontal bracing capacity of columns and walls or the like constructed upward in the mid-region of the depth direction of the primary structure. This achieves flexibility of secondary structures in the same way as for the ground layer and intermediate layers.

· Secondary structure composition

(1) 'Primary self-support type secondary structure'.

This system uses a process of inserting buildings such as ready-made prefabricated homes or the like, built on the ground, inside a primary structure, and a process for setting up structures on the roof layer of a primary structure. The process of insertion inside a primary structure with these methods is disadvantageous in terms of construction cost and land cost because of the resulting doubling up of structures, but is advantageous in enhancing industrialization-rate of production of secondary structures, and it is advantageous in cases where a primary structure is not constructed upward from the roof layer of a primary structure, or in case of a combined composition type where a primary structure both is and is not constructed upward on the roof layer of a primary structure. But the method is totally disadvantageous in the case of 1 floor/ 1 layer in the intermediate layers. But, as the number of stories of secondary structures per layer of primary structure increases, as for cases with two or more floors per layer, this disadvantage is alleviated.

(2) 'Primary dependent type secondary structure'

In cases where secondary members (columns, walls) are supported by the horizontal plane (beams, slabs) of a primary structure in the same way as the ground layer and intermediate layers of conventional artificial multi-layer ground, and where 'a primary self-support type secondary structure' such as an industrialized unit house is supported by insertion into a primary structure, the transmission distances of these loads and members overlap and, each of the primary structure, secondary members, and secondary structures are wasted. The story height also increases, and further, the free extent of the secondary members and secondary structure is reduced as the secondary members and secondary structure are supported only by the horizontal plane of the primary structure.
In order to improve these points, a method is adopted whereby anchors are set into the sides of columns of the primary structure or walls (bearing walls, shear walls, walls of rigid frames or the like) with equivalent support-strength of columns in the primary structure, and the secondary members (beams, slabs) are supported by the anchors. By a method whereby the members which are able to depend on a primary structure within the structural members comprising the building are made to depend on the primary structure, and the secondary structure are set up only at necessary places by using as many structures and members comprising the primary structure as possible, the waste from overlapping members and load transmission distance can be reduced to a minimum, the loads of the secondary structure can be small, the load of the primary structure can also be as small as possible, the waste because of the doubled structures can be saved, and the construction cost can be drastically cut by decreasing the loads and members. The story height can also be reduced, and an increase of building volume rates can be achieved in areas of severe oblique line limits and shadow regulations in the building law, as well as advantages in land cost. Moreover, by extending the support to secondary members significantly, the free extent of secondary structures can increase, as the secondary members are supported by not only the horizontal planes but also by the vertical planes of the primary structure.
However, this method cannot be used in cases where the primary structure is not constructed upward from the roof layer. Similarly the method cannot be used in all cases of the combined using type where the primary structure both is and is not constructed upward from the roof layer.

(3) Proper usage of 'primary self-support type secondary structure' and 'primary dependent type secondary structure'

From the reasons mentioned above, it is appropriate to properly use these two types in consideration of the site form, industrialization, the number of layers, intermediate layers, and roof layer. For advantages in rates of building volumes, it is better to adopt the 'primary dependent type secondary structure' in cases with a ground layer and intermediate layers, and it is better to adopt the 'primary self-support type secondary structure' or to adopt the 'primary dependent type secondary structure' with a roof of secondary structure in the case of a roof layer.

· Support-system

(1) Secondary member classification

It is advantageous to classify secondary members as follows for structural economy and for a free extent of secondary structure configuration. It is advantageous to classify as follows by division for each support position. The first group comprises bearing members of secondary structures such as columns, beams, and slabs, which have sufficient weight to influence the strength of the primary structure (hereinafter these will be termed 'secondary bearing members'; including steel frames or PC members in general use, but excepting wooden and other light secondary bearing members; mention will be made later regarding light secondary bearing members). Secondly, non-bearing members of secondary structure of external walls, boundary walls, doors and window frames, partitions, and furring strips or the like used extensively but of insufficient weight to have a strength influence on the primary structure (hereinafter these will be termed 'secondary non-bearing members'), and lastly, are grouped light-weight members of secondary structures such as finishes, furring strips, skirtings (baseboards), wall trims, paper holders, hat stands, lights, and so on, used extensively in more place at more frequent times (hereinafter these will be termed 'secondary light-weight members'). An additional group is formed by other equipment and plumbing.

(2) 'Supporting system of secondary bearing members by primary columns and beams'

In this 'supporting system of secondary bearing members by primary columns and beams', secondary bearing members are not supported on the slab of a primary structure, rather it is a direct support system or passes through 'flex support and connection members' (mentioned later; receptacle, or intermediate structure/ inter-structural member), by beam or slab which have an equivalent support strength to the beam (void slab, lattice beam slab or the like; slab part to have function equivalent to beam; this will be termed 'an equivalent slab' hereinafter), or by column or wall to have an equivalent support-strength to the column (bearing wall, wall a wall-type rigid frame; this will be termed 'an equivalent wall' hereinafter). If by maintaining such a situation, the loads of secondary structures are directly transmitted to beams, columns, walls so that a decreasing coefficient acts because live loads are put together on these, and it is possible to drastically reduce the member sections of the slabs and beams of the primary structure, and the girders, columns, and seismic resisting walls to support these. As a result the land cost and construction cost are decreased due to the reduction of story height. Further, it becomes comparatively easy to remove slabs, compared with slabs support on conventional type artificial land. This matter is explained in detail hereinafter. Considering the correspondence of concentrated loads of secondary members under the assumption of an ultimate load from secondary structures under future variation in various situations also, the support from the horizontal platform of slabs or joists or the like of a conventional primary structure amplifies the live load on the horizontal platform to a level greater than normal (assuming the situation where the secondary structure is fixed and its position is regulated without correspondence in the future). This makes the section of slabs large, and moreover requires many joists, increases dead loads of the horizontal platform itself. This brings not only a cost increase to the horizontal platform itself, but also increases the loads of girders, columns, seismic resisting walls or the like to support these, and is amplified further by horizontal force correspondence of the seismic force and so on. This increases the general cost of the building skeleton, and becomes extremely wasteful.
The 'supporting system of secondary bearing member by primary column and beam' restricts the position of support to secondary bearing members that are of significant weight, to the part which has strength of support equivalent to the columns and beams of the primary structure. For that reason, when applying a load to the part (generally, in a live load calculation, it is advantageous for the part that loads are put together so that a decreased coefficient acts) that has merit from loads put together, the system can carry more load than the supporting system where a load is supported by slab and joist or the like. This system can also carry sufficient concentrated load from secondary members, and the assumption of extra increase for the part where a load is put together, is not necessary in the treatment of the secondary live load value to allow for this concentrated load. For this reason the system is very advantageous. Also, if the extra increase is necessary, with this system it is only necessary to consider whether it is included inside the safety factor of a live load that is put together on the parts of a girder, column, seismic resisting wall or the like. If the extra increase is necessary, this system need only carry the extra increase of the live load in the part of a girder, column, or seismic resisting wall or the like, and the system does not have an influence on the double amplification of load from the extra increase of live load from concentrated loads by secondary members as with conventional type artificial land and from the increase of dead load of slabs or joists or the like. Therefore, the cost increase of a building skeleton is limited to a small amount. As the loads of secondary bearing members that are members of significant weight are not transmitted to slabs and joists or the like in this system, the slabs and beams can be of the thickness and interval of a general building under ordinary loads.
From the reasons mentioned above, by this supporting system a primary structure can be achieved which is not greatly different from an ordinary building skeleton (as mentioned later, by excluding overlap between secondary members and primary structure to the utmost, the load from secondary structure is not great and can become not very different from the remaining partial load excepting the skeleton of an ordinary building), or its degree of increased cost may only be due to the increase of the bearing capacity of girders, columns, and seismic resisting walls or the like. This supporting system therefore becomes a very advantageous method compared with a conventional type artificial land. As the loads of secondary bearing members that are heavyweight are not transmitted to slabs or joists or the like in this system as mentioned above, the section of slabs and beams can be small, and the construction cost can be decreased very much. For this reason, the girder-height can also be small and this system contributes to story height reduction. In addition to these points, as the beam interval can be made large, this system used in free water sections situations as mentioned later has a further effect to restrain story height, and it is also very advantageous from the viewpoint of land cost. Further, this system has little waste, as the individual sections of receptacles and intermediate structures/ inter-structural members are designed by responding to each specific load condition of secondary members or secondary structure. Finally, in cases where secondary bearing members are supported by columns or 'equivalent walls' of a primary structure, the load transmission distance is shortened, and advantages are achieved for both primary and secondary structure (especially in cases where a load support position is limited as mentioned later), and members of secondary structure can be saved also.
Further, on a roof layer and intermediary layer, this system has the later mentioned effect of waterproofing for the support and connection of secondary members on a waterproofing slab.
This system can be classified into three types as follows.

1) 'Supporting system by primary vertical plane'

In the case that anchors for secondary bearing members are set up only in the sides of columns or 'equivalent walls' or the like, and that the anchors support beam, horizontal members or the like of secondary bearing members, the load transmission distance can become short, the overlap between secondary bearing members and primary structure may become very short, and the number of anchors can greatly decrease, all making the system advantageous. In cases where the setting positions of the anchors for secondary bearing members are restricted, the structural analysis of horizontal forces from seismic action or the like which act on the primary structure from secondary structures becomes easy, and the method becomes advantageous in terms of structural strength. The number of anchors also decreases greatly, a further advantage.
In this system, though 'a primary dependent type secondary structure' is used generally, 'a primary self-support type secondary structure' can also be used.

2) 'Supporting system by primary horizontal plane'

In this system, anchors for secondary bearing members are only set into the upper, lower, lateral surfaces of beams or 'equivalent slabs' or the like. This case can become most advantageous in the correspondence of the horizontal force from seismic action or the like which acts on a primary structure from secondary bearing members. Here the anchors become very few, and this system becomes advantageous. This system can use both 'primary self-support type secondary structure' and 'primary dependent type secondary structure' as mentioned above.

3) 'Supporting system by both primary vertical plane and horizontal plane'

In this system, anchors for secondary bearing members are set up to upper, lower, lateral sides of columns or 'equivalent walls' and beams or 'equivalent slabs'.
This case becomes advantageous as the free extent of secondary structures rises. Similar to the 'supporting system by primary vertical plane' in cases where the position of anchors for secondary bearing members is restricted, the structural analysis of the horizontal force due to a seismic action or the like that acts on a primary structure from secondary structures becomes easy, and the system is advantageous in terms of structural strength. Further, the system also decreases the number of anchors, bringing further advantage. Generally, though 'a primary dependent type secondary structure' is used, 'a primary self-support type secondary structure' can also be used in this system.

(3) 'Supporting system of secondary non-bearing members and light-weight members by primary support system'

1) 'Secondary structure of primary self-support type'

Secondary non-bearing members are supported mainly by secondary bearing members. In the part directly adjoining a primary structure, secondary non-bearing members can be attached to a primary structure directly, find also it is possible to substitute secondary non-bearing members by a primary structure.

2) 'Secondary structure of primary dependent type'

Except for intermediate floors of secondary bearing members or the like, secondary non-bearing members are set up directly to a primary structure mainly without interaction with secondary bearing members, and also it is possible to substitute secondary non-bearing members by a primary structure. Similarly, except for members of finishes or the like set up to secondary bearing members and secondary non-bearing members, in the part directly adjoining a primary structure, secondary light-weight members are set up on the primary structure directly, or it is possible to substitute secondary light-weight members by the primary structure. These things can prevent doubling of structure, and the story height can also be reduced.

(4) 'Exclusive supporting system for wooden or wooden-like light secondary bearing members'

Regarding supporting secondary bearing members limited to the bearing members of wooden, light gauge steel, and new light ceramics or the like (hereinafter, these will be termed 'wooden or wooden-like light secondary bearing members'), except for weight-support such as supporting columns to support beams with large span, there is not a large difference in the support-loads of secondary bearing members and secondary non-bearing members, and it is possible to achieve equivalence in the supporting system of secondary non-bearing members, and It is possible to arrive at a mid-support-strength between the supporting system of secondary bearing members and the supporting system of secondary non-bearing members. Even if equivalence in the supporting system of the secondary non-bearing members can be achieved, in the support of beams of large span that need heavy support loads and support of lower parts of columns to support the beams, it is good to achieve equivalence in the supporting system of secondary bearing members for general purpose, or it is good to be in the middle of support-strength for the supporting system of secondary bearing members and the supporting system of secondary non-bearing members (hereinafter, this will be termed the 'exclusive supporting system of wooden or wooden-like light secondary bearing members'.)

· Roof layer composition

'The roof layer composition system' to use the roof layer raises the free extent of secondary structures, and is advantageous to construction cost because there is no overlap of members. Also, as the composition in a roof layer of a highly free form of secondary structures can easily pass the shadow regulations and oblique line restrictions, this system can reduce land costs. The above mentioned 'primary dependent type secondary structure' shows also an effect in this 'roof layer composition system'. On conventional type artificial land it was usual to place and support free secondary structures on the roof layer. This type had free extent of the external form of secondary structures for that reason, but needed bearing walls or braces inside secondary structures, which restricted the interior free extent. The method to solve this is for the columns or 'equivalent walls' or the like of a primary structure that can support horizontal bearing members of secondary structures to be constructed upward to a roof layer of a primary structure and that the columns or 'equivalent walls' or the like constructed upward are made to support secondary structures. Then if the primary structure is made to bear horizontal force from seismic action or the like on the secondary structures, it is possible to make bearing walls or braces unnecessary inside secondary structures and to increase the free extent of its interior space progressively. It is naturally assumed with this method that columns are set in the middle of the horizontal bearing members of secondary structures and that this column is supported. If by using the method of this 'primary dependent type secondary structure' and the method of 'a primary self-support type secondary structure' the primary structure is not constructed upward and secondary structures are supported in the roof properly or by using them together, it is possible that an interior flexibility and an external freedom of secondary structural form are achieved which amply respond to needs.
The above-mentioned points are organized in the following summary.

1) 'Composition-system with primary system not constructed upward from roof layer' onstructed upward from roof layer'

In this system the columns or 'equivalent walls' or the like of a primary structure are not constructed upward to the roof layer of the primary structure. It is advantageous through increasing the free extent of the external form of secondary structures not to be bound to its column and wall. But this system needs bearing walls and braces inside secondary structures which restrict the interior free extent. This system is a system which allows the installation of seismic isolation systems.

2) 'Composition-system with primary system constructed upward from roof layer'

This system is the case where columns or 'equivalent walls' or the like of a primary structure able to support secondary structures are constructed upward to a roof layer of the primary structure. It is advantageous in that the primary structure can bear horizontal force from seismic actions or the like acting on secondary structures, and this system can reduce interior bearing walls and braces of secondary structures and can raise the interior free extent. 3) 'Composition-system of combined primary system both not constructed upward and constructed upward on roof layer type' This system is a method to use efficiently the cases of not constructing upward to a roof layer of a primary structure and the case to construct upward columns or 'equivalent walls' to be able to support secondary structures or the like Also this system is a method where the height constructed upward properly uses the highest floor or half-way floor. Further, if the two methods are used properly or together, this system makes the interior and external freedom of secondary structural form possible. Including this, as the system is concluded with an upward form of a primary structure and secondary structural form likely to be able to clear restrictions from shadow and oblique line regulations, it can reduce land costs in areas severely restricted by these regulations.

· Anchor classification

In order to realize an economic structure and flexibility of secondary structures, it is advantageous to make a classification as follows, and to make divisions for each support position and each anchor position of a primary structure for secondary members, and to divide respectively based on whether they are set up at the beginning of construction ('initial set up type anchor'), or after construction ('post-construction set up type anchor'). Divisions are for bearing members of secondary structures of weight sufficient to have a strength influence on the primary structure (general use cases including steel frames or PC members, but excepting wooden or wooden-like light secondary bearing members), non-bearing members of secondary structures used extensively but not of sufficient weight to bring an influence on strength to the primary structure, and light-weight members of secondary structures, made of light substances, used in more places more frequently.

(1) Anchor classification (support-strength separation)

It is possible to decide definitely on anchor diameter by dividing secondary members into bearing members, non-bearing members and light-weight members, and by classifying the anchors on a primary structure to correspond to these secondary members (in addition to these, by the adoption of anchors at definite equal intervals, and by the adoption of 'flex supporting connection' as mentioned later), bringing great safety, certainty and economy in the achievement of a support bond strength in accordance with each classification of these secondary members by deciding on each position and the extent of the classified anchors set into the primary structure ('initial set up type anchors' and 'post-construction set up type anchors'). Moreover, it becomes very advantageous in the structural analysis and calculations, as the extent and position of the loads in accordance with each classification of secondary members can be decided when designing the structure at the outset of the construction. Comparing the situation of all anchors considered as anchors for secondary bearing members, the case of not deciding the anchor's set up position or extent, and the case of not deciding each anchor's set up position or extent in accordance with each classification of the secondary members, this method can greatly reduce the load related to the structural bearing capacity of the primary structure. It can also prevent waste of the connective members of the anchor members and the receptacles and the intermediate members or the like arising from the difference of each anchor diameter. Naturally, secondary members with lower bearing capacity can be supported by anchors for secondary members with higher bearing capacity, and for example, secondary non-bearing members can be supported by anchors for secondary bearing members.
In the case where secondary bearing members are 'secondary bearing members of wooden or wooden-like light ', the free extent of secondary members and secondary structures becomes large by adopting the combined use of anchors for a secondary bearing member and a secondary non-bearing member (hereinafter, this will be termed 'a combined use anchor for a secondary bearing and non-bearing member'), without division into anchors for secondary bearing members and anchors for secondary non-bearing members.

(2) Initial set up type and post-construction set up type anchor classification.

By classifying in the set up anchor for secondary members at a new construction to a primary structure (hereinafter, this will be termed 'an initial set up type anchor'), and the anchor set up at any time on a primary structure when constructing an extension and rebuilding of secondary structures after construction (hereinafter, this will be termed 'a post-construction set up type anchor'), it is possible to achieve flexibility and economy of secondary members (can save labor in construction for an initial construction, compared with considering all anchors as 'initial set up type'), and also to achieve reliability of the support bond strength suited to each classification of bearing member and non-bearing member.

(3) 'Anchor type setting up extent of anchor at initial construction'

Even if adopting 'an initial set up type' or 'a post-construction set up type' as mentioned above (if able to confirm regarding the support-strength in post-construction, and if not being a problem of a bearing capacity reduction in the primary structure), by deciding the position, extent, or part where the anchors should be set up at initial construction (hereinafter, this will be termed 'extent for setting anchors at the initial construction'), the support and bond strength when designing at initial construction can decide the position or extent of the loads, making it very advantageous in the structural calculation and structural analysis, and also greatly decreasing the loads to the primary structure compared with the case of not deciding the position or extent of anchors to be set up at initial construction.
(4) Anchor types classified by secondary members

1) Anchors for secondary bearing members

It is better to think of 'an initial set up type anchor', as secondary bearing members are heavy and have an influence on the primary structure strength. This decreases largely the loads to a primary structure, and is advantageous to achieve a certain anchor strength, with the position and 'extent for setting anchor at the initial construction of a primary structure located in the upper, lower, lateral surfaces (the extent should not cut reinforcing steel to retain bond strength) of the columns or 'the equivalent walls'(bearing wall, wall of wall-type rigid frame), the beams or 'the equivalent slab' or the like (slab part to have the function equivalent to beam of void slab, lattice beam slab or the like). This is advantageous to support by adopting a 'supporting system of secondary bearing members by primary columns and beams'. This method reduces the load on the primary structure, and is advantageous in achievement of a certain anchorage.

2) Anchor for secondary non-bearing members

A secondary non-bearing member is not of great weight and has little influence on the strength of the primary structure. It is advantageous to decide a position and 'a extent for setting anchor at the initial construction' for an anchor of a primary structure in the overall skeleton of columns, walls, beams, slabs or the like within the primary structure because of the many locations of their use. The anchor type set up at the beginning in a construction for a primary structure is advantageous method which will not result in problems. In the case of a post-construction set up type anchor, it is best to use 'an anchor type setting up extent of anchor at initial construction', deciding the position and extent that there is no influence on the bearing capacity during placing of reinforcement in a primary structure and that the support strength can be achieved. In the case of a condominium building, the method is advantageous in that an individual user can set anchors up freely for post-construction by employing a regulation for 'a monopoly part' for the extent.

3) Combined use anchors for secondary bearing and non-bearing members

Regarding anchors for 'exclusive supporting system of wooden or wooden-like light secondary bearing members' as mentioned above, there are three methods; anchors with support strength equivalent to 'anchor for secondary bearing members', anchors with support strength equivalent to 'anchor for secondary non-bearing members', and anchors with a support strength intermediate between 'anchor for secondary bearing members' and 'anchor for secondary non-bearing members'. However, as this anchor does not require as much strength as that to be able to support a secondary bearing member, the equivalent to anchor for secondary non-bearing member, or the anchor with an intermediate support strength of an anchor for secondary non-bearing members and an anchor for secondary bearing members, or the method of 'a combined use anchor for secondary bearing and non-bearing members' all give a free extent of secondary structures and are advantageous methods.

4) Anchors for secondary light-weight members

Regarding anchors for secondary light-weight members which are light, used in many places and has many frequencies of use, there is a method of an above mentioned secondary nonbearing member, and there is the method to decide clearly the part and extent for the anchor on a primary structure at the beginning of the construction by setting up extra concrete or the like not to have an influence concerning to bearing capacity to the primary structure (this also is one type for 'a type setting up extent of anchor at initial construction'). Then, in case of a condominium building, the method is advantageous that the users can freely set up anchor individually after construction by deciding a regulation rule with this part and extent as a monopoly part (this also is one type for 'type setting extent of anchor at initial construction and type freely setting up anchor in post-construction').

(5) Effect of anchor classification

To classify secondary members's anchor as mentioned above, to divide 'an initial set up type' or 'a post-construction set up type', further, to adopt the method of 'type setting up extent of anchor at initial construction' which can set the position (if adopting 'an initial set up type' or 'a post-construction set up type'), and to divide the each method setting up anchor in accord with each classification of these secondary members, can guarantee the structural economization of a primary structure and the reliability of anchor strength, can guarantee the freedom of secondary structures and secondary members extending over the future, can solve the problem concerning to the law of condominium and the civil law, and can simultaneously solve the problem concerning to the depression of a support-strength of a primary structure, which occurs by setting individually anchors in necessary positions of a primary structure after construction.

· Anchor arrangement

The initial set up type anchor is built not for each secondary structure construction, but only at the beginning of primary structure construction. Thus, it will allow the anchor reinforcing bars to be connected in the skeleton concrete, making larger strength of anchor connection. Using this type anchor, there is no need to open a hole or cut the surface concrete in a primary structure which is already constructed, so it will not decrease the stiffness of a primary structure, but it can lose the flexibility and economic efficiency of the secondary members in case those are misarranged. So the design of anchor arrangement becomes an important problem. In case of wrong anchor arrangement, flexibility of secondary member allocation is guaranteed by 'the flex supporting connection' of receptacle, an intermediate structure or inter-structural member. But as freedom of secondary members is assured by an anchor arrangement module, it is an important problem how an anchor arrangement should be. This anchor arrangement is quite necessary for an initial set up type anchor but also for an post-construction set up type anchor for some occasions.

1) definite interval, equal interval anchor

The anchor diameter and anchor interval depends on the load of secondary members. It is better to use the anchor which has the same supporting strength but as the supporting load of an anchor is different depending on the secondary members, each anchor has to have different supporting strength. This problem is solved by the classification of anchors specific to the supporting strength as mentioned above. The difference of the supporting load on the same anchor classification can be solved by using a definite interval anchor or equal interval anchor (though the interval is different by an anchor classification.). This system enables to standardize the supporting strength and the diameter of anchor as the anchor takes a limited volume of secondary members or the flex supporting connection will manage the overweight of an anchor as mentioned later.
As using it, 'the flex supporting connection member', the receptacle or intermediate structure or inter-structural member can be kept in the constant supporting interval. Further, the support-strength is also restricted to an extent, and therefore they can be uniformed. For this, it becomes unnecessary to make different receptacles specific to each anchors and workability of construction can be ameliorated and the cost of construction get more economy. As the size of receptacles and the diameter of bolt is uniformed, it enables the mass production which makes this system more economy and the construction can be more efficient.

2) Restricted arrangement

It is more advantageous for the secondary structure construction workability to keep an anchor interval small, which decrease the size of receptacle, intermediate structure/inter-structural member. To the contrary, it is better to make the anchor interval larger and increase the size of receptacle, an intermediate structure or inter-structural member because the cost of primary structure construction gets cheaper.
In both way, a freedom of secondary structures is guaranteed. Therefore, it is good to choose the right interval according to the frequency of usage and the place to be fitted.
Especially, in an 'support by primary vertical plane' (support by primary vertical plane of 'supporting system by primary vertical plane' and 'supporting system by both primary vertical plane and horizontal plane'), it is advantageous to set up an anchor for secondary bearing member according to the set extent of an intermediary floor.

3) Overall arrangement.

If anchors for secondary nonbearing member are adopted in a definite interval and equal interval and overall arrangement, it becomes possible to standardize the anchor diameter, and further, it becomes possible to regularize and standardize the receptacles and inter-structural members by regularizing the loads of secondary nonbearing members. And if using anchors for secondary nonbearing members in the same interval as general furring strip's anchor (of ceiling or the like) and form separator, these furring strips' anchors and form separators can cover almost all places and the number of the anchors for secondary nonbearing members to be set up except these places can be reduced drastically, that is more economy. Further, secondary members fits the size of the part which is set, and it becomes possible to standardize and regularize receptacles and inter-structural members.

· Anchor details

(1) Anchor details

1) 'Anchor frame system'

In case of setting an anchor by connecting an anchor bolt, anchor nut and sack screw or the like to an anchor frame, the manufacture of these frames in a factory becomes possible and it can save much time and also raise the construction precision, compared with setting the anchor one by one on the site. Furthermore, 'superficial anchor frame system' of this system enables to weld secondary members and the flex supporting connection (mentioned afterward) to a primary structure.

2) 'Anchor hole system'

This system is the method to set an anchor hole at the initial construction, and to select an anchor diameter according to the support strength of secondary members which would be required in the future. Especially, if this primary anchor hole has larger diameter and depth than expected at the time of the primary construction, it will have more capacity for a larger amount of secondary members. Also, any penetration hole type in columns and beams can obtain supporting strength and they can be offered to an anchor for secondary bearing member.

3) 'Form separator utilization system'

To utilize a concrete form separator instead of anchor can save the number of anchors and is more economy.

(2) Guarantee of anchor durability

An initial set up type anchor makes possible to put anchor members such as the anchor frame, anchor nut, and a cap nut, inside concrete of a primary structure, which prevents corrosion and enables the use of this structure semipermanently. Also, the system functions semipermanently by the methods such as using exchangeable 'anchor frame on the concrete surface' using a big receptacles which cover the anchors nearby, or setting an anchor frame with an anchor to the part of the discarded anchor.

(3) Detachable separate connecting system

Except the case that secondary members or receptacles are welded and connected to another frames (not including the secondary members welding the anchor frame locked by bolts and nuts), all of the connection to the anchor and receptacle has the detachable separate connecting system using bolts and nuts. So this will solve the problem of accession in the civil law in Japan and the problem of a damage to a common part in a condominium building. Also it makes it easy to take apart receptacles and secondary members and facilitates the extension and rebuilding of secondary structures.

· 'Type setting up extent of anchor at initial construction and type freely setting up anchor in post-construction'

The anchor set up after construction is put at the position or in the setting extent which doesn't effect the strength of the primary structure, and this position or setting extent can be considered as monopoly part in case of a condominium building. Thus the position and the extent of the load its already known in the phase of basic structural design, which makes the structural analysis more efficient and assures the strength to bear the secondary members which are going to built on it. Also this solves the discrepancy in terms of civil law when the possessor of primary structure and that of secondary structure are different, or the problem of the damage to a common part in a condominium building.
In many cases, the anchor for secondary light-weight member can be set in anywhere in the primary structure. Still if the part of increased concrete for the purpose of finish or covering are used, there is no problem of the loss of strength and it can save the cost. Also if the disposable concrete form which allows nailing is used, then this form is to be 'extent for setting anchors at the initial construction', and it makes possible to set nails and screws freely to this part.

· Flex supporting connection.

'Flex supporting connection' guarantees the freedom of composition of secondary members set to the anchors fixed to a primary structure such as 'initial set up type anchor'. 'Flex supporting connection' member, is composed of receptacle, an intermediate structure, and inter-structural member. In some cases, both of these are used but also it is possible to use only one.
Regarding a secondary bearing member, this 'flex supporting connection' has the function to transmit the load of a secondary bearing member that is hold by 'supporting system of secondary bearing member by primary column and beam' to a column and a beam of a primary structure, and it has the function of a supporting connection adjustment with anchor and a secondary bearing member hold.
Regarding a secondary nonbearing member, the role of this 'flex supporting connection' is a supporting connection adjustment with anchor and secondary nonbearing member.
Especially, in a support of secondary bearing members, an intermediate structure plays a fundamental role to transmit the load of secondary structure to a column and a beam of a primary structure, and becomes an indispensable element in 'supporting system of secondary bearing member by primary column and beam'. In case that a position adjustment is necessary because of the displacement of secondary members from the anchor module, in case that a load adjustment is needed for secondary members because of exceeding the support-strength of an anchor, and further in case that the material adjustment of secondary members is necessary because it is materially improper for supporting connection, or in case that secondary members composition requests a higher freedom as mentioned later, the adjustment of a supporting connection with an anchor is necessary.
For the connection between secondary members and an anchor, intermediate structure or inter-structural member takes a greater part for the position adjustment, and receptacle will be used for minor adjustment between the anchor and the intermediate structure or inter-structural member, secondary member. By this way, the freedom of position of secondary members is guaranteed, and the strength of supporting connection is assured. A supporting connection adjustment guarantees a free choice of the material of secondary members, and makes the supporting connection assured by the receptacle or the intermediate structure or inter-structural member or by the both of them between secondary member and a primary structure anchor.
Further, on the adjustment of supporting load, in case the load of the secondary members exceeds the capacity of one anchor, receptacle and an intermediate structure/ inter-structural member makes possible to support this load of secondary member by covering several anchors in the same time. By this way it is possible to standardize the anchor diameter and strength, and also solve the problem which was mentioned above.
In this way, it is possible to standardize the anchor position, anchor diameter, and the supporting strength, to guarantee the freedom of the form, the position, the structure and the material of secondary members, and to assure the supporting connection. Further more, this system also solves the following problem and has the following effects.
In case that the precision of construction of primary structure is low and there is a large difference between the appointed connection position in primary structure and the position of secondary structure, the receptacle and the intermediate structure or inter-structural member will adjust this discrepancy and it will avoid the dislocation of secondary structure which has to follow the primary structure even if it is mis-constructed, and this will enhance a construction precision of secondary structure. This system guarantees the freedom of the form and the material of secondary structure, and standardize the position of the anchor on the primary structure. Therefore, this system can enhance a performance of an anchor, makes its semipermanent use possible, and with the detachable separate connecting system, facilitates the extension and rebuilding of secondary structure, and can solve the problem concerning to the law of condominium, the problem of accession and manufacturing concerning to the civil law and the problem of the damages.
Further, this system can set up insulation to a joint of an anchor and receptacle, receptacle and an intermediate structure or inter-structural member, or secondary member or secondary structure. For this reason, this system can enhance isolation and sound insulation of secondary structure. Also, by setting up isolation system of seismic isolator to this joint, this system can reduce the seismic force to act upon secondary structure, and simultaneously it can also reduce its stress to a primary structure.

· Waterproofing system of supporting and connecting secondary member on waterproof layer

Hereinafter, the supporting connection method of secondary members considering the waterproof measure when these are set up on waterproof layer of the slab of primary structure is explained.

(1) Waterproofing by 'supporting system of secondary bearing member by primary column and beam'

As the supporting connection of secondary bearing member on the waterproof layer can not omit an anchor, it becomes a difficult problem. Although the risk of a leakage of water can find in the position of anchor on a slab surface rather than in the position of anchor on reversed beam. As the system of 'supporting system of secondary bearing member by primary column and beam' supports the secondary member on upper sides or lateral sides of column or beam, not on the slab surface, it is advantageous also for waterproofing.

(2) Waterproofing system of supporting connection on secondary nonbearing member

The waterproofing systems of supporting connection on secondary nonbearing member on the waterproof layer have three methods such as 1) adapting 'beam supporting system', 2) adapting 'putting foundation supporting system', and if necessary using the system which connects the primary structure, putting foundation with supporting connection such as sleeper, 3) 'beam and putting foundation system'. These systems are advantageous to save anchors for secondary members on the waterproofing layer', and they don't need to cut the waterproof layer. Moreover, they don't need anchor itself or the waterproofing on the anchor, getting free of the risk of leakage of water. Thus they enables to set the secondary members freely.

1) 'Beam supporting system'

This system builds a beam of secondary structure between beams of primary structure so it does not need anchors that would break the waterproof layer.

2) 'Putting foundation supporting system'

When the secondary members are to be set up on a waterproof layer, this system is to build a putting foundation which fix to the waterproof layer by its weight, and it supports and connects the secondary members. If necessary, this putting foundation can be fixed by a supporting connection member such as sleeper to the primary structure.
This system enables the connection of secondary structure to primary structure without using anchor which breaks the waterproof layer.

3) 'Beam and putting foundation supporting system'

This system will compensate the defect of 'beam supporting system' and 'putting foundation supporting system'. In 'a beam supporting system', the beam of secondary structure can only be built straightly although with this system, by connecting the putting foundation to the secondary beam, it is possible to have the secondary beam bent with the aid of putting foundation put at the bent point or to make the secondary beam smaller by the support of putting foundation put in the middle of secondary beam and making the supporting connection stronger than the 'putting foundation supporting system'. Further, similar to the 'putting foundation supporting system', this system can expect larger bearing capacity by using the supporting connection such as sleeper to bind the primary structure with the secondary beam or the putting foundation. Also, the above-mentioned waterproofing system of supporting connection of secondary nonbearing member can be applied to a secondary bearing member if there is enough supporting strength.

(3) Waterproofing system of supporting connection of secondary light-weight member

A waterproofing system of supporting connection of secondary light-weight member on a waterproof layer, is by fixing by weight like the putting foundation supporting system mentioned above, or by adhesive building system or by the combination of these system. Using these systems, supporting connection is assured and there is no need to set anchor which would break the waterproof layer, and waterproof layer is protected.

· Story height and highest height reducing system

Existing multi-layered artificial ground type building was disadvantageous as the height of the building gets higher and causes the higher cost of construction and land (for it can't clear the restrict of height of oblique line and shadow regulations). So the method of reducing the story height and the highest height is provided as follows;

(1) Proper distinction of 'primary structure dependent type/self-support secondary structure type'

For the sake of a reduction of the highest height of a building, it is advantageous to adopt 'primary structure dependent type secondary structure' which render the secondary structure dependant to primary structure if possible, as it can save the overlapped structure in the ground layer and intermediary layer. Especially this primary structure dependent type secondary structure system is favorable for the structure which has less internal stories par layer such as 1-layer-1-story structure.
For the roof layer, the adoption of 'self-support type secondary structure' and for the roof part, the adoption of 'primary structure dependant type secondary structure' composed of secondary structure, are appropriate for the building height regulation.

(2) Structural planning of a primary structure in a ground layer and an intermediary layer

For the structural planning of primary structure of collective housing, frontage direction horizontal bearing capacity of the wall and column situated in the middle of the depth of the building should be kept large, while that of the wall and the column situated in the outer part of the depth of the building (balcony and a corridor side) should be kept small. By doing this, the deepest girder is not located in the outer part of the building, making the height of this girder smaller and the ceiling height of the room can be greater while the story height can be reduced. The bedroom is normally located in the outer part in the depth direction (the side of balcony and corridor) as it has better lighting and it is important to get higher ceiling in this part. The middle of the building in the depth direction doesn't require such lighting as there would be only the dust space or those space using water supply and sewage. The story height is determined by the ceiling height which is the bottom level of girder in the bedroom, so it is advantageous to put deepest girder in the middle, and put shallower girder in the outer part of the building for keeping the story height small. Furthermore, it will enhance the flexibility of the extension and rebuilding of the structure as the width in the frontage direction of the column and wall could be smaller in the outer part in the depth direction (the side of balcony and corridor).

(3) Structural planning of primary structure in the roof layer

The roof layer has two cases, one is to support secondary structures without constructing the primary structure upward, the other is to construct the primary structure upward and support secondary structures by it. In case of the latter, as with the ground layer and intermediary layer, it is advantageous to support secondary structures by keeping the larger horizontal hearing capacity of a frontage direction in a wall and a column situated in the middle of the building in the depth direction and keeping smaller horizontal bearing capacity of the column and the wall of outer part of the building in the depth direction (the side of balcony and corridor), or not constructing the column and wall upward, as to clear the height restrict of an oblique line limit and a shadow regulations, and in order to keep large freedom of composition and leave the flexibility for extension and rebuilding of secondary structure.

(4) Flexibility of the position of water supply and sewage system and story height reduction system

The story height has been increased since the beam of a primary structure was designed to be a reversed beam (completely reversed for beam height) in order to assure the free position of water supply and sewage system. For lowering the story height, two methods are available, one is the method of 'semi-reversed-beam', putting the reversed beam in the area of the facility piping (especially the drainage piping) which is necessary for the flexibility of the position of water system and putting the other beam part under the slab, the other is the method to drag the pipe until the vertical drainage pipe in each beam zone so that the pipe doesn't make a hole in beam. For the implementation of latter method, it is necessary to adopt the above-mentioned 'supporting system of secondary bearing member by primary column and beam'.
More precisely, the problem on the reduction of the story height and improvement of flexibility of pipe position, is the drainage pipe (with large diameter and slope) as it requires the most spaces beneath the floor among the other types of pipe. Because of this, it should clear enough height beneath the floor including the space for slope so that it will allow to put the large drainage pipe and to set the pipe in any position freely. Further, when a drainage pipe passes through a beam, the covering depth for the upper reinforcing bar of the beam is added to the size, increasing both the depth of the reversed beam and the story height. For that reason, the method of a 'semi-reversed-beam', forming the reversed beam with the height necessary for the drainage pipe space and putting the other beam part under the slab is an effective method to reduce story height. The next important method of story height reduction is the system which doesn't allow the drainage pipe to go through the beam. In this system, a vertical drainage pipe is set in each zone of beams and then this is connected to the horizontal drainage pipe. (This method sub-divides the horizontal drainage area, shortening the length of pipe shorter and the slope-height and it contributes for the reduction of story height.
The adoption of the above-mentioned 'supporting system of secondary bearing member by primary column and beam' is necessary for this story height reduction method. As the existing artificial ground type building supports the secondary bearing member on a horizontal platform of the primary structure, it needs more beams and oblige to put pipe holes in the beam, causing bigger story height. Compared to this, this 'supporting system of secondary bearing member by primary column and beam' can keep the beam interval of a primary structure large because a secondary bearing member load doesn't act upon slab of a primary structure, and it can avoid the penetration of a drainage pipe in the beam. This 'supporting system of secondary bearing member by primary column and beam', has not only the economy of building skeleton (economy of construction cost), but also guarantees the flexibility of the drainage pipe allocation and reduces the story height and the land cost.
The items above-mentioned are rearranged as followed.

1) 'Semi-reversed-beam system'

It is advantageous to use the semi-reversed beam with the depth necessary for the flexibility of drainage pipe allocation in the primary structure, as it enables the reduction of the story height and the cost of construction and land (by clearing the oblique line limit and shadow regulations).

2) System of horizontal drainage pipe dragged to the vertical drainage pipe in each beam zone.

When the flexible water supply and drainage system is guaranteed, this system enables the reduction of story height and the cost of construction and land (by clearing the oblique line limit and shadow regulations).

3) Effect of story height reduction by 'supporting system of secondary bearing member by primary column and beam'

Compared with the existing artificial ground that doesn't adopt this system, 'supporting system of secondary bearing member by primary column and beam' reduces the beam height, and can keep the large interval of beam, and easily adopts the 'system of horizontal drainage pipe dragged to vertical drainage pipe in each beam zone'.
In short, this method can keep a larger beam interval, set up fewer vertical drainage pipe, and avoid the hole in the beam. Therefore, this method shortens the story height and enables the flexible allocation of the water supply and sewage system.

4) Effect of the combined use

To use the above-mentioned method simultaneously, it will make the story height of 'the primary structure dependent type secondary structure' equivalent to the general building and realize the free position of a water section.

· Synthetic effect

Consequently, the structure composed of a primary structure and secondary structure by the present invention can be applied greatly to various buildings, such as collective housings, stores, offices, hospitals, schools, or the like by its high flexibility of secondary structure and the excellent cost performance of both primary structure and secondary structure. Also, with high flexibility (of secondary structure), the building adopting the present invention can extend its durable time until its structural limit, not until the socially determined limit (which depends on the social progress). In the long run, (as the initial cost doesn't differ greatly compared to the general building) the building with this invention becomes for more economical, and as its utility does not devalued, it will create the important social capital.
Derived from these facts, the present invention has the synthetic effects as follows.

1) Flexibility

The present invention can correspond to the flexibility of form, position, structure, and material of secondary members and secondary structures in the initial plan and in the future plan. Also, the flexibility is higher than the existing artificial ground type building.

2) Strength.

The present invention assures the supporting strength and connecting strength necessary to each secondary member, which makes the system economical.

3) Durability.

The present invention can realize long durable years as the whole by a separation of a primary structure (semipermanent structure) and secondary structure (which corresponds to the functional change).

4) Solution of various problems.

The present invention has already solved the problem of accession and manufacturing of the civil law in case that the owner of a primary structure differs from the owner of secondary structure, and also solved the problem of waterproofing on the supporting connection of secondary members connected to the waterproofed slab on the roof layer or intermediary layer.

5) Economical performance

The present invention can guarantee the flexibility of secondary structure and the structural safety more than the existing artificial ground type building, and can solve various problems. Moreover, the present invention can save the waste of members of secondary structure and primary structure can keep their section smaller by the rationality of structure and member composition. At the initial construction phase, the construction and land cost is equivalent to general building. As it has longer durability, this system gets economical in the long run.

BRIEF DESCRIPTION OF THE DRAWINGS

FIGS. 1 through 6-12 and FIGS. 10 through 12-10 are an axonometric of a primary structure composed of RC structure. FIGS. 7 through 9 are an axonometric of a primary structure composed of steel frame structure. FIGS. 13 through 70 are the axonometric and the sectional views showing the method of setting up anchor frames, anchor nuts, anchor bolts, receptacles, and intermediate structures when the primary structure is composed of RC structure. FIGS. 71 through 77 are the axonometric showing the method of setting up receptacles and intermediate structures when the primary structure is composed of steel frame structure. FIGS. 78 through 80 are axonometric showing the method of setting up anchor frames, anchor nuts, anchor bolts, and receptacles when the primary structure is composed from steel frame reinforced concrete structure. FIG. 79 is a plan view thereof. FIGS. 81 through 86 are the axonometric showing when secondary structures are supported by an intermediary layer of a primary structure. FIGS. 87-1 through 94-2 are the axonometric showing when secondary structures are supported by a roof layer of a primary structure, in which FIG. 81 is an axonometric showing when a slab of secondary structures is made of ALC board, and FIGS. 82 through 84-1 and FIG. 85-1 are axonometric showing when a slab of secondary structures is made Of PC board, FIGS. 84-2, 84-3, 85-2, and 85-3 are sections and plans detail drawing of the setting up part, FIG. 87-1 is an axonometric of a primary structure, FIGS. 86, 87-2, 88-1, 89, and FIGS. 90-1 through 94-1 are axonometric of secondary structures and a primary structure, and FIGS. 88-2, 92-2, 93-2, and 94-2 are detailed axonometric drawing of the support of secondary structures, and FIG. 88-3 shows the section detail drawing of that.
FIGS. 95 through 112-2 are the axonometric showing when secondary structures are made of a wooden or wood-like quality material, in which FIGS. 95 through 97, FIGS. 104 through 107, FIGS. 109 and 111 are perspective views showing when secondary structures are supported by a primary structure, and FIGS. 98 through 103 and FIGS. 108-1 through 108-6 are the part axonomatric. FIGS. 113-1 through 128 show a position of the anchor for setting up secondary structure, in which FIGS. 113-1 through 113-4, FIGS. 116, 119-1, 119-2, 121, 123-1, 123-2, 126-1, and 126-2 are the floor framing plan, FIGS. 114-1, 114-2, 117, and 127 are ceiling plan, and FIGS. 115-1 through 115-3, FIGS. 118, 120-1, 120-2, 122-1, 122-2, 124, 125, and 128 show a section interior elevation.
FIGS. 129-1 through 131-3 are detailed sections of an anchor, in which FIGS. 129-1, 129-2, and FIGS. 130-1 through 130-3 are the sections of an anchor for secondary bearing member, FIGS. 129-3 through 129-6 and FIGS. 130-4 through 130-6 are the sections of an anchor for secondary nonbearing member, and FIGS. 131-1 through 131-3 show the section of an anchor for secondary light-weight member.
FIGS. 132 through 149 show the method of setting up an external wall, boundary wall and partition made of light concrete or light concrete-like material of ALC board or the like, in which FIGS. 132 and 133 are perspective views, FIGS. 134, 135, 139 and 140 are partial axonometric, FIGS. 145 and 146 are a partial broken-away axonometric, FIGS. 136 through 138, FIGS. 141 through 144, FIGS. 148 and 149 are the sections, and FIG. 147 is the plan.
FIGS. 150 through 154 show the method of setting up an external wall, a boundary wall and a partition made of reinforced blocks like concrete blocks and brick or the like, in which FIGS. 150 and 151 are partial axonometric, FIG. 152 is the plan, and FIGS. 153 and 154 are the sections.
FIGS. 155 and 156 are the sections showing the method of setting up an external wall, boundary wall and partition made of PC boards FIGS. 157 and 158 are sections showing the method of setting up an external wall, boundary wall and partition made of GRC board. FIGS. 159 through 164 show the method of setting up an external wall, a boundary wall and a partition composed of wooden or wood-like material, in which FIGS. 159 through 162 are perspective views, and FIGS. 164 and 163 are the sections.
FIG. 165 is the section showing the method of setting up an external wall, boundary wall and partition composed of light steel or light steel-like frame material.
FIGS. 166 through 187 show the method of setting up a doors and windows frame, in which FIGS. 166 and 167 are perspective views FIGS. 168 through 170 are partial axonometric, and FIGS. 171, 175, 176, and 178 are the plans, FIGS. 172 through 174, FIG. 177, and FIGS. 179 through 182 are the section, and FIG. 183 is the sections of doors made of steel, FIGS. 184 and 185 are the plans, and FIGS. 186 and 187 are partial axonometric of wooden or wood-like lineage doors and windows.
FIGS. 188 through 190 are sections showing the method of setting up an external wall of PC or ALC, doors and windows frame, a handrail, and a coping in the far end of a balcony. FIGS. 191 through 193 are axonometric and the elevations showing the method of setting up a heavy equipment machine to the wall.
FIGS. 194 through 206-3 are sections showing 'a putting foundation system', in which FIGS. 194 through 197 show the case of PC or ALC board, FIGS. 198 through 200 show the case of reinforcement blocks like concrete blocks and brick or the like, FIGS. 201 through 203 show the case of doors and windows frame, and FIGS. 204 through 205 show the case when a horizontal support is adhered.
FIGS. 206-1 through 206-3 show 'beam system + putting foundation system', FIG. 206-1 is an axonometric of it, FIG. 206-2 is a partial axonometric of it, and FIG. 206-3 is the section of it.
FIGS. 207 through 209 show the composition of a secondary nonbearing member and a secondary bearing member in the case of 2 floors to a layer, FIG. 207 is a section of the intermediary floor, the external wall, and outside doors and windows, and FIGS. 208 and 209 are the sections when it has beam finished. FIGS. 210-1 through 211-2 are the axonometric showing the relation between primary structure and equipment drainage's piping, FIGS. 210-1 and 210-2 are partial axonometric showing the details of the setting up, and FIGS. 211-1 and 211-2 are axonometric showing the whole explanation.
A... Primary structure. B... Secondary structure. B-1... Secondary bearing member. B-2... Secondary nonbearing member. B-3... Secondary light-weight member.
1... Columns 2... Beam and girder. 3... Wall. 4... Slab. 5... Anchor frame. 5-1... Free anchor frame.
6... Anchor. 6-1... Anchor for secondary bearing member. 6-2... Anchor for secondary nonbearing member. 6-3... Combined using anchor for secondary bearing and nonbearing member. 6-4... Anchor for secondary light-weight member.
7... Anchor bolt. 8... Anchor nut or Cap nut. 9... Fixed nut. 10... Fixed bolt. 11... Washer, bearing pressure boards.
12... Receptacle. 13... Intermediate structure or interstructural members.
14... Anchor nut fixed anchor frame or Cap nut.
15... Anchor bolt fixed anchor frame. 16... Bolt fixed anchor frame. 17...Nut fixed anchor frame. 18... Reinforcing steel. 19... Steel frame member.
20... Form separator the pivoting foot some are anchorage reinforcing steel. 21... Insulation 21-1...Ashore adjustment and isolation rubber. 21-2...Mortar grout materials.
22... Seismic isolator. 23... External wall, boundary wall and partition. 24... Concrete block and brick reinforcement block of or the like.
25... Reinforcement reinforcing steel.
26... Putting foundation. 27... Waterproof layer. 28... Horizontal support member. 29... Partition framework. 30... Purring strip's member. 31... Doors and windows frame. 32... Coping. 33... Handrail. 34... Equipment piping's support member. 35... Drainage's piping. 36... Extent for setting freely anchors in post-construction' (in a case of a condominium building as a monopoly part regulation set up).
37... Soil and Planting.

THE BEST FORM FOR CARRYING OUT THE INVENTION AND THE POSSIBILITY OF USAGE FOR INDUSTRIAL PURPOSES.

Hereinafter, the present invention will be explained based on embodiments being illustrated.

· Composition outline.

The structure being illustrated consists of primary structure (A) and secondary structure (B) supported by this primary structure (A). The primary structure (A) consists of structural skeletons of columns, beams, and slabs or the like of a general type building, or it is an artificial ground or the like constructed for the purpose of securing a site in the center of the city, and is composed of minimum members so as not to prevent the correspondence to living, functional and social variation of the secondary structure (B).
The secondary structure (B) is the part that can be changed according to the living, functional or social changes and compoed of outer covers of external wall or the like, interior floors, and partition or the like, composing a building excepting the primary structure (A).

· Primary structure outline

1) Structural form

Material and building system as a semipermanent structure is used in primary structure (A), for example, primary structure (A) is composed of reinforced concrete, precast reinforced concrete, steel frame concrete, steel-frame-and-reinforced-concrete, and steel structure or the like, and is composed of wall style structure, wall style rigid frame structure (see FIGS. 1 through 3, FIGS. 10 through 12), reinforced concrete rigid frame structure (see FIGS. 4 through 6), steel frame rigid frame structure (see FIGS. 7 through 9), steel frame brace structure or truss structure or the like.
There are cases of one layer composition and multi-layers composition in primary structure (A). In the ground layer and the intermediary layer of multi-layers composition, there is the case when one layer of primary structure (A) is made up of 1 floor, as in 1 floor/ 1 layer construction, and another case when it is composed of two or more floors as in two or more floors/ one layer construction (see FIGS. 3-7, 6-12, and 12-10, for embodiments of three floors/ one layer). And, in the roof layer, there is the case when the roof layer is used to build secondary structure (B) on the roof, and another case when secondary structure (B) is not build on the roof. 2) Structural planning
Primary structure (A) is composed of structural skeletons of columns, beams or slabs or the like planned not to prevent the correspondence to functional, living, and social variations of secondary structure (B). First, it is better to arrange the columns or walls of the ground layer and intermediary layer to as not to prevent the free composition of secondary structure (B), and to keep the number of walls and columns few.
Especially, the width of the frontage direction of columns and walls of outside depth direction (facing the balcony and the corridor) is better to be small for extension and rebuilding of apartment house or the like. In order to get horizontal bearing capacity at the frontage direction, it is necessary for the width of walls and columns of the midsection of the depth direction to get a large frontage direction (see FIGS. 1 through 3, FIGS. 81 through 83, FIGS. 115 through 128).
Because of this fact, the beam height can be kept small, a ceiling height of a chamber under the girder can be raised (Generally, the chamber of bedrooms or the like is set up along side a balcony for daylighting conditions. Although a girder with the most height is set up in the midsection of depth direction, there isn't a problem as it becomes water section or the like where daylighting isn't necessary and ceiling height can be small) and the story height can be reduced because a girder with the most height can not be set up to balconies and corridor sides (outside to depth direction). Embodiments of FIGS. 1 through 3, FIGS. 81 through 83 and FIGS. 115 through 128 have large bearing walls or columns in the midsection of frontage direction which can deduce the burden of horizontal bearing capacity of frontage direction in the outside part of depth direction, make the width of the frontage direction of the columns and walls of this part small, and make it possible for freedom of extensions and freedom of plans for rebuilding of chambers in the outside part of a depth direction by gaining the horizontal bearing capacity of a frontage direction.
For this reason, a girder beam height in the midsection of the depth direction is larger compared with the beam height in the outside of depth direction. But, it doesn't matter because room for water section or the like where daylighting is not required and ceiling height can also be small will be set up in this midsection of depth direction. Then, chamber of bedrooms or the like where daylighting is required and ceiling height needs to be high can be set up in the outside part of the depth direction because the girder-height can be kept small.
In the roof layer, there are two methods. First, method is that the roof supports secondary structures (B) without the primary structure (A) being constructed upwards on the roof. The second method is that the primary structure (A) is constructed upwards on the roof and supports secondary structures (B). In the latter case, similar to the case of ground layer and the intermediary layer, gaining the horizontal bearing capacity by constructing columns and walls or the like upwards in the midsection of the depth direction of primary structure for the freedom of secondary structure (B) and making small, in the frontage direction, the width of columns and walls constructed upward in the outside of depth direction (facing the balcony and corridor side) and furthermore, not constructing them upwards at all. (see FIGS. 90-1 through 94-1.)
The embodiments of FIGS. 87-1 through 87-2, and FIG. 89 show, as explained above, the case when primary structure (A) is not constructed upwards and secondary structure (B) is supported, as it is, by the roof. In this case, though the external form of secondary structure (B) is flexible, the interior is restricted because of bearing walls or braces to bear horizontal force of earthquakes and strong winds. The embodiments of FIGS. 90-1 through 94-1 that solve those problems, show the methods of constructing upwards on the roof of the primary structure (A) the walls, columns and wall-columns of the primary structure that bears horizontal force of earthquakes and strong winds to secondary structure (B) and which also supports secondary structure (B). By this method, bearing wall and brace are not required inside the secondary structure which enhances the flexibility of the inside.
The embodiments of FIGS. 90-1 through 91-3, and 93-1, show the methods to make small the width of the frontage direction of walls and columns in this part by gaining the horizontal bearing capacity in the frontage direction with the walls and columns, which bear force, is constructed upwards in the midsection of depth direction on the roof layer, as in ground layer and intermediary layer, and by reducing the horizontal bearing capacity of the outside part of the depth direction, and FIGS. 92-1, and 94-1 show the method of not constructing upwards columns and walls of the outside part of depth direction. This method enhances the flexibility for chamber plans of the outside part of depth direction and for extension and rebuilding. FIG. 91-3 shows the method that increases the horizontal bearing capacity of primary structure (A) by connecting the upper sides of the bearing wall-columns or the like that have been constructed upwards by beams.
These embodiments are the cases in which two bearing wall-columns and two girders are set up in the midsection of the depth direction, this method can be adopted in the case of one girder or more, too.

3) Structural design

As will be mentioned later, the following structural design is formed after deciding whether to adopt 'primary dependent secondary structure' or 'primary self-support secondary structure', whether to adopt the usage of roof layer or not, whether to adopt roof layer upward construction or not, end whether to adopt vertical plane support/ horizontal plane support/ vertical and horizontal plane support, and in the case of adopting vertical plane support, whether to adopt whole support or limited support.
The size of the primary structure adopting primary dependent secondary structure is appropriate if the inside-measurement is the size required functionally, considering the finish using the ceiling, the floor, and the wall of primary structure (A). The size of primary structure when adopting primary self-support secondary structure is required to be the size that primary structure (A) contains 'primary self-support secondary structure'. Then, by adopting the size of 'primary self-support secondary structure', the size becomes also large enough to adopt 'primary dependent secondary structure'.
The design of a girder in the case of 'vertical plane support' needs only to be designed in the horizontal stress, as the vertical load by secondary bearing members is not transmitted. On the other hand, walls and columns need to be designed in vertical load by secondary bearing members as well as the horizontal stress by said vertical load. The design of a girder in the case of 'horizontal plane support' needs to be designed in the vertical load by secondary bearing members as well as the horizontal stress by said vertical load. The design of girders, walls and columns in the case of 'vertical and horizontal plane support' needs structural designs mentioned above, in the both cases of vertical plane support and horizontal plane support.
In the roof layer constructing secondary structure (B), in the case wtihout constructing walls and columns supporting secondary members upwards, 'primary' self-support type secondary structure' adopts, and in the case which walls and columns supporting secondary members are constructed upwards, 'primary dependent type secondary structure' is adopted. These structural designs of girders, walls and columns can be done similarly to above mentioned designs. The load of these secondary members can be calculated estimating the future extensions of secondary structure (B).
On the other hand, slab (4) is structurally designed based on the ordinary live load and is composed so that it keeps whole enough strength (the role of horizontal brace) with girder (2).
To fix the secondary bearing members like columns and girders, the secondary nonbearing members like external walls and boundary walls, and the secondary light-weight members like furring strips, wall trims, and hatracks, the position, the extent and the part of the anchors to support are set up on the concrete of column (1), girder (2), wall (3), and slab (4) based on the structural computation at the initial construction.

· Secondary structure outline

(1) Secondary structure composition element

Secondary structure (B) is composed of secondary bearing members like main columns, girders and slabs, secondary nonbearing members like external walls, boundary walls, doors and windows (including the frame), partitions, furring strips and foundation for setting up equipment machines, secondary light-weight members like the finish, furring strips, base-boards, wall trims, paper holders and hatracks, other secondary members like equipment pipings, and building composition members which accompanies them.
Furthermore, secondary bearing members are used mainly in floors and girders of secondary structure (B) of ground layers and intermediary layers of more than 2 floors to one layer and also in floors, girders and columns of secondary structure (B) which is built on a roof layer. Secondary nonbearing members, can be used in all parts of primary structures (A) regardless of parts of primary structure (A). Furthermore, secondary light-weight members adhere to the parts, and can be used in all parts of primary structure (A).

(2) Two secondary structure compositions

Secondary structure composition is devided into following two.

1) 'Primary secondary self-support type secondary structure'

Secondary structure (B) is placed on upper of the roof layer or, slabs and girders of primary structure (A) which can be seen in prior types of artificial land and composes hexahedral skelton independent with primary structure (A). For this reason, general buildings constructed on the land can be used and realization of industrialization and unitization, makes it possible to product members including finish in factories and makes the rate of prefabricated houses high. In FIG. 86, the embodiment of the intermediary layer is given, and in FIGS. 87-2 through 89, embodiments of 'primary self-support type secondary structure' in the roof layer is given.
To make the full use of this system, it is necessary to introduce the unitization so that the rate of factory production becomes high. It is necessary for secondary bearing members to take the form of completed frames of columns and girders composing solids like rectangular parallelepiped, and for the secondary nonbearing members to be supported by said secondary bearing members, and for secondary light-weight members to be supported by said secondary bearing members and secondary nonbearing members. Like this, it is necessary for the secondary nonboaring members and the secondary light-weight members to take the form of connecting and supporting with primary structure (A) through secondary bearing members in most cases (dependence rate to the secondary nonbearing members by other secondary members is high) to raise the production rate in factories.

2) 'Primary dependent type secondary structure'

This 'primary dependent type secondary structure' is developed for the purpose of improving the defects of 'primary self-support type secondary structure' as mentioned above. In other words, this method reduces the story height and decreases the land cost, construction cost, by reducing the double structure of primary structure (A) and secondary structure (B), which is the defect of 'primary self-support type secondary structure', and by avoiding the overlap of members.
In 'primary self-support type secondary structure', all skelton of primary structure (A) and secondary structure (B), members overlap. Because of that, the construction cost increased, the story height increased, and the land cost also increased because the building could not be built fully in capacity for the sake of shadow regulation and control.
For that reason, 'primary dependent type secondary structure', which reduces overlapping of members by making secondary building composition members depend on primary structure (A), is advantageous. This 'primary dependent type secondary structure' is a system that sets up secondary bearing members, secondary nonbearing members and secondary light-weight members, directly to primary structure (A) to be supported (in many cases, without referring to secondary bearing members). For this reason, this building system omits secondary bearing members, in many cases, secondary nonbearing members, and secondary light-weight members that can be substituted by primary structure (A). (As mentioned above, 'primary self-support type secondary structure' needs columns and girders of vertical planes as secondary bearing members composes completed frames and rectangular parallelepipeds. Furthermore, secondary bearing members can not be omitted as secondary nonbearing members and secondary light-weight members are set up to secondary bearing members.) However, because in this 'primary dependent type secondary structure', secondary bearing members do not construct completed frames and are set up to and supported by primary structure (A), secondary bearing members that support other members can be omitted. (For example, when making secondary bearing members like girders directly support primary structure (A), secondary bearing members like columns that support said secondary bearing members can be omitted.) Next, because in 'primary self-support type secondary structure', secondary nonbearing members and secondary light-weight members can be set up to secondary bearing members and do not need to depend on primary structure (A), it is possible to complete the interior in factories, and therefore, it is meaningful because it is completed in just those members. But, this system sets up and supports secondary nonbearing members and secondary light-weight members directly to primary structure (A) (in many cases without intermediate of secondary bearing members), and therefore can omit quite a lot of parts of secondary nonbearing members and secondary light-weight members which can be substituted by primary structure (A) (for example, parts of secondary members which faces walls, floors, and ceilings of primary structure (A)). From all mentioned above, this system can omit quite a lot of overlapping of secondary structure (B) and primary structure (A) and leads to story height reduction because slabs and girders do not become doubled or tripled (because in 'primary self-support type secondary structure', slabs and girders of primary structure (A) are set up between slabs and girders of secondary structure (B)). From all mentioned above, compared with 'primary self-support type secondary structure' of prior artificial land, this 'primary dependent secondary structure' reduces the construction cost and the land cost by omitting remarkable overlapping of primary structure' (A) and secondary structure (B), keeping the load of secondary structure (B) small, keeping the load of primary structure (A) small, which furthermore leads to story height reduction. Furthermore, as the supporting part of the prior artificial land is only limited to the horizontal plane of primary structure (A), this system is advantageous because it improves flexibility of secondary structure (B), and by taking the form of not only supported by the horizontal plane of primary structure (A), but also by the vertical plane, remarkable it expands the support extent of secondary members, and also drastically increase the flexibility of secondary structure (B) remarkably.

3) Proper usage of separate use and combined use

As will be mentioned later, 'primary self-support type secondary structure' can be used on both intermediary layers and roof layers. 'Primary dependent type secondary structure' can be used only when primary structure is constructed upwards on intermediary layers and roof layers. Also, 'primary self-support type secondary structure' is very disadvantageous, when primary structure (A) is 1 floor/ 1 layer, so 'primary dependent type secondary structure' is generally adopted.
Regarding the restraint of the maximum height of a building, adopting 'primary dependent type secondary structure' on earth and intermediary layers, and on roof layers, adopting 'primary self-support type secondary structure' or 'primary dependent type secondary structure' that have a roof part made of secondary structure, will reduce the height the most.

· Support-system, secondary members composition and primary structure structural design

(1) Classification of secondary members

To realize the flexibility of secondary structure (B) and the structural economy, it is advantageous to classify secondary members; to secondary bearing members which are heavy and give strong influence to primary structure (A) (in cases of general use, including steel frame or PC members, excluding wooden or wooden-like light secondary bearing members; it will be mentioned later regarding wooden or wooden-like light secondary bearing members); secondary nonbearing members which are not so much heavy, used in many places and do not have a strong influence to primary structure (A); and secondary light-weight members, which are light, used in more places and more frequently; and equipment pipings. It is also advantageous to consider each supporting extent.

(2) 'Supporting system of secondary bearing members'

By restricting the position and the extent for supporting connection of secondary bearing members to parts of primary structure (A) like columns, girders, and the equivalent will solve the defect of the prior artificial land. The prior artificial land had defects like the following. The support by horizontal platforms of slabs and beams or the like of primary structure of the prior type largely increase the live load on this horizontal platform than usual situation. (the situation when the secondary structure (B) is fixed without having concern for the correspondence of the future) by assuming the maximum load of future variation correspondence secondary structure (B) and by considering of concentrated load of secondary members under that assumption. Moreover, this leads the slab section large, and takes the form that need many beams, and therefore increases the dead load of horizontal platform itself, and increases the structural load of primary structure. This matter not only increased the cost of the horizontal platform itself, but also increased load of girders, columns, quake walls or the like that support the platform, and further increased the horizontal force correspondence by forces like seismic force, which increased the cost of building skeletons overall, and exposure defect that it was uneconomical.
The supporting system with columns and girders of primary structure (A) by this system is effective because the load is concentrated on the part of secondary bearing members, (generally, it is the part which is advantageous because the load is concentrated and because decreasing coefficient works on it by calculating the live load) and it is restricted to the part which can correspond more to the load than slabs or beams, and therefore is possible to correspond to plenty of concentrated load of secondary members. Therefore, it is very advantageous because the treatment of the secondary live load that estimate of this concentrated load does not need extra assumption because the part in which the load is concentrated. Even if extra assumption is needed, this system needs only extra for live load value that is concentrated on parts like girders, columns, quake resisting walls. Also, this system has no double increase effects like the increase of live load on the sides of the slab, and the increase of dead load of slabs and beams by that increase and the load to girders and columns, of the prior type of artificial land. Therefore, the increase in cost of overall building and skeleton can be made to the minimum. This can be done because this system is a system in which the load of secondary bearing members that a heavy is not transmitted to slabs or beams, and because of this, the slabs or beams can be the same in thickness and interval based on the ordinary load like general type buildings. From all mentioned above, by using this supporting system, primary structure (A) can be finished with skeletons which are not very different from ordinary building skeletons (by adopting 'primary dependent type secondary structure', which excludes as much as possible the overlapping of primary structure (A) and secondary members, the load of secondary structure (B) is not so large and almost equal to the load of ordinary buildings excluding the skeleton), or can be finished with cost by the increase of the bearing part of girders, columns or quake resisting walls and thus this supporting system is a very advantageous method compared with prior artificial land. Also, this system can be applied to both 'primary self-support type secondary structure' and '`primary self-support type secondary structure'.
Furthermore, this method is, as mentioned above, a system in which the load of secondary bearing members that is heavy weight is not transmitted to slabs and beams, and therefore contributes to story height reduction by keeping small the slab section and beam height along with the girder-height to which the load is transmitted. On top of that, this system will make possible the flexibility of the position of water sections that will be mentioned later, and is a method indispensable for story height restraint. Furthermore, this method also has an effect of, like will be mentioned later, waterproof during the supporting connection of secondary members on parts of slabs that are waterproofed on roof and intermediary layers.

(3) 'Supporting system of secondary bearing member by primary column and beam'

Next explanation the composition method of secondary bearing members and the supporting system of primary structure following this 'supporting system of secondary bearing member by primary column and beam'. The explanation will be done by taking the case of more than 2 floors /1 layer in intermediary layer of primary structure (A). The case of the roof layer and the case of 1 floor/ 1 layer will be explained later. The supporting system of primary structure (A) with secondary members and secondary structure (B) in the case of more than 2 floors/ 1 layer in intermediary layers of primary structure (A) can be divided into following three system.

1) 'Supporting system by primary vertical plane'

The first system, shown in FIGS. 1, 2, 3, 3-1 through 3-7 (secondary steel frames), and FIGS. 96-1 through 96-6 (secondary wooden construction, normally 2 x 4), is a system which structurally designs so that the lateral parts of columns of primary structure (A) or the wall which has the same strength of support, (like bearing walls, walls of wall style rigid frames; hereinafter, it will be called 'the equivalent wall') that is, the vertical plane of primary structure (A) can support the secondary bearing members, and secondary nonbearing members and secondary light-weight members which accompany secondary bearing members. (hereinafter, it will be called 'supporting system by primary vertical plane').
This system fits not only fit for 'primary dependent type secondary structure', but also for 'primary self-support type secondary structure'. This system has an advantage especially when primary structure (A) is structurally designed so that main beams and slabs of intermediary floors of secondary structure (B) and other horizontal members like the finish that accompanies them can be supported by the vertical plane of columns or 'equivalent walls' of primary structure (A). By this system, it is restricted to supporting horizontal members like beams and slabs of intermediary floors of secondary structure (B), and has no overlapping of members of primary structure and secondary structure or overlapping of load transmission route either, therefore, in 'primary dependent type secondary structure'. Further, it is a system with the most simple secondary members' composition, and thus becomes very economical for secondary structure (B) also. Also, by this system, even for primary structure (A), the number of anchors of primary structure (A) can be few, and furthermore, the assumption of the secondary members' loads that works on columns or 'equivalent walls' of primary structure (A) can be comparatively simple. However, compared with 'supporting system by primary horizontal plane' that will be mentioned later, by this system, the horizontal stress of primary structure (A) in case of earthquakes becomes large and therefore is a disadvantage upon structural analysis and horizontal bearing capacity. But when restricting the supporting position of primary structure (A) with secondary structure (B), i.e., the flexibility of the vertical level of intermediary floors (see FIGS. 3-3, 3-4, and 3-6, in cases of 2 floors/ 1 layer of primary structure, The positions of vertical levels of intermediary floors can be restricted in measurement extent according to the ceiling height), the disadvantages of primary structure (A) upon horizontal bearing capacity and structural analysis are relieved, the structural calculation becomes easier, and the number of anchors also can be deduced further. Primary structure (A) by this system is suitable for wall style structures that have many columns and bearing walls, and for wall style rigid frame structure.

2) 'Supporting system by primary horizontal plane'

The second system, shown in FIGS. 4, 5, 6-1 through 6-12, 7, 8, 9 (secondary steel frames), FIGS. 96-3 through 96-6 (secondary wooden construction, normally 2 x 4), structurally designs primary structure so that by the upper sides, the lower sides and the lateral sides (of beams) of beams of primary structure and slabs that have the same strength of support (parts of slab that have on equal function as beams like void slabs, lattice beam slabs which will be called 'equivalent slabs' hereinafter) i.e., by the horizontal plane of primary structure (A), the secondary bearing members, secondary nonbearing members and secondary light-weight members which accompany the secondary bearing members and secondary nonbearing members can be supported. (it will be called 'supporting system by primary horizontal plane' hereinafter.)
This system fits not only for 'primary dependent type secondary structure', but also for 'primary self-support type secondary structure' like in FIGS. 6-11 and 86. This system is advantageous especially when the primary structure is structurally designed so that the horizontal plane of girders of primary structure and 'equivalent slabs' can support the vertical members like columns which support mainly beams and slabs of secondary structure (B) and the finish which accompanies them. The composition of secondary structure (B) in this case takes the form of supporting horizontal members like beams of intermediary floors of secondary structure (B) by vertical members like columns that are supported by primary structure.
Furthermore, upon structural planning, this system supporting both ends of vertical members like columns of secondary structure (B) by primary structure (A) and opening the gap between vertical members like columns of secondary structure (B) and columns or walls of primary structure (A), and not contacting each other when horizontal stress works, such as earthquakes, has a special advantage. Also, in 'primary self-support type secondary structure', this advantage is the same (excluding the fact that upper and lower ends of vertical members like columns of secondary structure (B) supported by primary structure (A), it is mutually connected by secondary bearing members like beams and girders, it is the same secondary bearing members structure composition with 'primary dependent type secondary structure'). That is, the system has a special advantage in that it opens the gap between vertical members like columns of secondary bearing members, and walls, columns of primary structure (A), and prevents each other from contacting. (see FIGS. 6-11 and 86).
For, horizontal stress like earthquakes dose not work on columns, walls of primary structure (A). For this reason, by treating the load of secondary structure (B) as a live load, structural calculation becomes possible, and the assumption of that live load can also be comparatively easier. Also, because the load is transmitted only to the horizontal plane of beams of primary structure (A) which is advantageous upon horizontal bearing capacity and not to vertical planes of columns and walls of primary structure (A), the horizontal stress correspondence at times of earthquakes becomes a great advantage The structural analysis and the calculation of horizontal stress to primary structure also are simplified, and becomes easy. Moreover, the number of anchors of primary structure (A) becomes few compared with 'supporting system by both primary vertical plane and horizontal plane' as mentioned later.
However, this secondary structure composition requires plenty of stiffness to vertical members like columns that are supported in both ends by primary structure (A). Also, when horizontal plane of primary structure (A) is supported by only one end, braces or quake resisting walls are required, and lose the flexibility of the interior of secondary structure. Primary structure (A) by this system does not require columns and bearing walls that support secondary structure (B) and is suitable for pure rigid frames. 3) 'Supporting system by both primary vertical and horizontal plane' The third system, shown in FIGS. 10, 11, 12, 12-1 through 12-10 (secondary steel frames), and FIGS. 96-7 through 96-12 (secondary wooden constructions, normally 2 x 4), is a system which structurally designs so that by upper sides, lower sides, and lateral sides of columns or 'equivalent walls' of primary structure and beams or 'equivalent slabs', i.e. both vertical planes and horizontal planes of primary structure (A), secondary bearing members and nonbearing members and light-weight members which accompany them can be supported. (hereinafter, it will be called 'supporting system by both primary vertical plane and horizontal plane').
In this case, the estimation of the maximum support-load in the vertical plane of primary structure (A) is the same as in the case of 'supporting system by primary vertical plane', and the estimation of the maximum support-load in the horizontal plane of primary structure (A) is the same as in the case of 'supporting system by primary horizontal plane'. By these estimations of the load, structurally design. In this case, both supporting forms of secondary structure (B) by 'supporting system by primary vertical plane' and by 'supporting system by primary horizontal plane' become possible and therefore get the maximum flexibility.
Moreover, above-mentioned problem of the 'supporting system by primary horizontal plane' restraining the interior flexibility by quake resisting walls and braces can be solved, too. This system also fits not only for 'primary dependent type secondary structure', but also for 'primary self-support type secondary structure', shown in FIG. 12-9.
This system is advantageous especially when it is structurally designed so that mainly horizontal members like beams and slabs of secondary structure (B) and vertical members like columns and the finish that accompany them can be supported by both vertical planes and horizontal planes of columns of primary structure or 'equivalent walls' and beams or 'equivalent slabs'. In this case, it is advantageous because the flexibility of secondary structure (B) which is supported by primary structure (A) becomes large.
Similarly, as in 'supporting system by primary vertical plane', in the case which restricts the supporting position of secondary structure (B) by primary structure (A) (i.e., the extent of flexibility of vertical level in intermediary floors), i.e., in the case which restricts the supporting position of columns of primary structure or 'equivalent walls', [see FIGS. 12-7 and 12-8), the disadvantages of the horizontal bearing capacity of primary structure (A) and of structural analysis is relieved, and therefore the structural calculation becomes easy, and the number of anchors can be reduced further.
The primary structure by this system is suitable for, like in the first system, wall style structures that have many columns and bearing walls, and for wall style rigid frame structures.
These mentioned above are the three systems. To choose out of these three systems, the structural form of primary structure (A) as mentioned above has to be considered, primary self-support type or 'primary dependent type secondary structure' must be chosen, and the flexibility and the economical view-point must be considered. (4) 'Supporting system on roof layer'
Next, 'supporting system on roof layer' and secondary bearing members' composition will be explained. The usage of the roof layer creates a sense of living in a detached house and has a lot of charm. Not only is it advantageous for reducing the construction cost, but also for reducing the land cost as well. That is because there is a lot of flexibility of the roof by the secondary structure, the form of the roof can freely correspond to the shade limit and oblique line limit, therefore more numbers of storeys can be put in, and moreover, the construction cost will be cheaper than building by RC if industrialized housing is placed on top of it. The roof layer uses the same supporting system explained above, but a concrete form will be explained in the following.

1) 'Supporting system of primary nonconstructing upward type on roof layer'

The composition of secondary structure by this system of simply setting industrialized housing on the roof is 'secondary structure of self-supporting type from primary'. This system is the method of simply placing secondary structures on the roof layer and supporting it, and adopts 'supporting system by primary horizontal plane' as mentioned above. The difference between this system and ground layers and intermediary layers is that there are no supporting horizontal planes

upward in this system. That is, this system structurally designs so that secondary bearing members, and nonbearing members and light-weight members which accompany them can be supported by the upper sides and the lateral sides of 'equivalent slabs' (void slabs, parts of slabs which have the same function as beams of lattice beam slabs) or beams of the roof of primary structure (hereinafter, it will be called 'supporting system of primary nonconstructing upward type on roof layer'). This method increases the flexibility of the external form of secondary structure but restricts the flexibility of the interior because it needs bearing walls and braces inside secondary structure.
FIGS. 87-1, 87-2 and 89 are embodiments of this system. These embodiments are the cases when anchors for secondary bearing members of roof layers of primary structure (A) are set up on only upper sides or lateral sides of beams or 'equivalent slabs' and only support the vertical members like columns of secondary bearing members, and horizontal members like columns of upper floors are supported by these vertical members ('supporting system by primary horizontal plane' as mentioned above). In this case, it is advantageous because the flexibility of secondary structure increases. FIGS. 88-1 through 88-3 show the cases when seismic isolator (22) made of rubber bearings or the like is set up on receptacles (12) which is connected to anchors of appointed positions of primary structure (A), and secondary structure (B) is supported by these seismic isolators (22). By doing this, the seismic force that acts upon secondary structure (B) and primary structure (A) can be reduced at the time of earthquakes.

2) 'Supporting system of primary constructing upward type on roof layer'

The 'primary dependent type secondary structure' mentioned above is effective to solve these problems. That is, constructing upwards columns of primary structure (A) or 'equivalent walls' (bearing walls, walls of wall style rigid frames) to roof layers of primary structure (A), adopting 'supporting system by primary vertical plane' or 'supporting system by both primary vertical plane and horizontal plane' mentioned above, supporting secondary bearing horizontal members of secondary structure by those columns of primary structure (A) or 'equivalent walls' which had been constructed upwards, or by columns of primary structure or 'equivalent slabs' of the roof, and making these columns or 'equivalent walls which had been constructed upwards bear horizontal forces of earthquakes of secondary structure. By doing this, the bearing walls or braces inside secondary structure is not necessary and the flexibility of the interior increases. Namely, this supporting system constructs upwards columns or 'equivalent walls' to the roof of primary structure, and structurally designs so that on the upper sides and lateral sides of those columns or 'equivalent walls' constructed upwards, and on the upper sides and the lateral sides of columns of primary structure (A) of the roof or 'equivalent walls' constructed upwards, can support secondary bearing members and nonbearing members and light-weight members which accompany them, (hereinafter, it will be called 'supporting system of primary constructing upward type on roof layer').
This supporting system adopts 'supporting system by primary vertical plane' or 'supporting system by both primary vertical plane and horizontal plane' as mentioned above, and the difference between this system and ground layers and intermediary layers is that there are no horizontal planes that can support upward in 'supporting system by both primary vertical plane and horizontal plane'.

a. 'Supporting system by primary vertical plane'.

'Supporting system by primary vertical plane' is a system that structurally designs so that secondary bearing members and nonbearing members and light-weight members that accompany them can be supported by upper sides or lateral sides of these columns constructed upwards or 'equivalent walls'. The other details of this system are the same as in 'supporting system by primary vertical plane'.
FIGS. 90-1 through 91-3 and 93-1 are embodiments of this system. These embodiments are the cases when columns or 'equivalent walls' of primary structure (A) are constructed upwards on roof layers of primary structure (A), anchors for secondary bearing members are set up only on upper sides and lateral aides of columns and walls, and secondary bearing members are supported to, bear horizontal stress like earthquakes of secondary structure. ('supporting system by primary vertical plane' as mentioned above).

b. 'Supporting system by both primary vertical plane and horizontal plane'

'Supporting system by both primary vertical plane and horizontal plane' is a system which structurally designs so that secondary bearing members, and nonbearing members and light-weight members which accompany them can be supported by upper sides and lateral sides of these columns constructed upwards or 'equivalent walls', and by upper sides and lateral sides of beams or 'equivalent slabs' of primary structure of roofs. The other details of this system are the same as in 'supporting system by both primary vertical plane and horizontal plane'.
FIGS. 92-1 and 94-1 are the embodiments of this system and are the case when anchors for secondary bearing members are set on upper sides and lateral sides of beams or 'equivalent slabs' besides anchors of 'supporting system by primary vertical plane', i.e., when secondary bearing members are supported by both vertical planes and horizontal planes.

c. Constructing upwards on intermediary floors and highest floors.

The method of constructing upwards the columns or 'equivalent walls' of primary structure (A) on the roof layer of those primary structure (A), supporting secondary bearing members and bearing the horizontal stress like earthquakes of secondary structure decreases the number of bearing walls and braces inside secondary structure. Further, in the case when constructing upwards the columns or 'equivalent walls' of primary structure (A) to the extent of the possible limit of bearing horizontal stress like earthquakes of secondary structure, it is advantageous because in that extent of constructing upwards, there is no need for braces or bearing walls inside secondary structure, and the flexibility of the interior increases. From these matters, the method of constructing upwards to intermediary floors or highest floors of the number of stories expected of secondary structure on the roof layer could be adopted for the constructing upwards of columns or 'equivalent walls' of primary structure (A), but the method of constructing upwards to the extent of the limit of possible bearing of horizontal stress like earthquakes of secondary structure is adopted in order to lose bearing walls and braces in secondary structure. FIGS. 91-1 to 91-3 show the cases when the wall-columns of the midsection that can correspond to horizontal force are constructed upwards to the highest floors, and the outside columns that can not correspond to horizontal force are constructed upwards to halfway, i.e., the intermediary floors.

3) 'Combined using type supporting system of primary constructing upwards and no constructing upwards on roof layer'.

Using the composition of roof layer by 'supporting system of primary constructing upward type on roof layer' and the composition of roof layer by 'supporting system of primary nonconstructing upward type on roof layer' properly combined means that it will be possible to get the flexibility of the interior and the exterior form of secondary structure responding to necessities (see FIGS. 92-1 and 94-1). This system is also the combined usage of 'primary dependent type secondary structure' and 'primary self-support type secondary structure'.
In this type of supporting system, the part in which there is primary nonconstructing upwards is 'supporting system by primary horizontal plane' mentioned above, and the part of primary constructing upwards can be divided into two cases; 'supporting system by primary vertical plane' and 'supporting system by both primary vertical plane and horizontal plane' mentioned above. Because of this, this system increases the freedom of choice of structural planning of primary structure as well as the flexibility of secondary structure composition.
In this system, plane combined usage can also be considered. Namely, the combined usage of solid (3-D) primary constructing upwards and nonconstructing upwards, and the combined usage of solid 'primary self-support type secondary structure' and 'primary dependent type secondary structure'. By putting together these two systems, i.e. plane combined usage and solid combined usage, various problems can be solved.
FIGS. 92-1 and 94-1 are embodiments of this supporting system. In these cases, the flexibility of the external form and the interior of secondary structure can be gotten.
Especially, because of the relation with the garden, the outside part more than the midsection of needs the flexibility of the external form at first as well as in the future. For this reason, wall-columns of the midsection of primary structure (A) are constructed upwards, and the columns on the outside part are not constructed upwards (also, this method is effective in that it clears the restriction of the shadow and the oblique line regulations, which will be mentioned later). Because of this, the lower floors of the midsection adopt 'primary dependent type secondary structure', and the outside part adopts 'primary self-support type secondary structure'. Also, this case is the same as the case shown in FIG. 90-2, but the upper floors of the midsection adopt 'primary self-support type secondary structure'. Like this, in the case when primary structure (A) is not constructed upwards to the highest layer nor the columns of the outside part either, and 'primary self-support type secondary structure' is adopted to this part, not only is it possible to get flexible roofs like in detached houses, but also is a method which is effective in increasing the rates of building volumed (method of a substantial storey height reduction) in areas of severe restriction on shadow regulations and oblique line limit. Namely, by making the form of the roof according to the shadow and the oblique line limit, it is possible to get more rates of building volumes than in flat roofs. The form of primary structure (A) constructed upwards is fixed not only by the structural problems mentioned above and the flexibility of the external form, but also by such reasons as well. This system can answer all those needs and moreover, makes possible for the freedom of secondary structure.
Though these embodiments show the cases when two bearing wall-columns and girders are set up in the midsection of the depth direction, the same method can also be adopted in the cases when one beam or even more beams are set up.

(5) 'Supporting system of secondary nonbearing member and secondary light-weight member'.

Next, the relationship among secondary nonbearing members, secondary light-weight members, and primary structure (A), and then their composition in 'primary self-support type secondary structure' and 'primary dependent type secondary structure' will be explained.

1) 'Primary self-support type secondary structure'.

'Primary self-support type secondary structure' needs, to raise the rate of prefabrication and factory production, a perfect relationship among secondary bearing members, secondary nonbearing members and secondary light-weight members. For this reason, most of the time, the relation of connection and support with primary structure (A) need only to be among secondary bearing members. When trying to raise the factory production rate like this, it is needed to make stronger the relation of support between secondary nonbearing members and secondary bearing members, and secondary light-weight members and secondary nonbearing and bearing members.

2) 'Primary dependent type secondary structure'.

On the other hand, as mentioned above, 'primary dependent type secondary structure', on the contrary raises the dependence with primary structure (A) and forms a substitute dependence relation. Secondary nonbearing members of this system are either set up directly on primary structure (A) without through secondary bearing members (see FIGS. 132 to 205) or are omitted by being substituted by primary structure (A), except in cases when they are connected with secondary intermediary floors of 2 floors/ 1 layer or with secondary bearing members like columns that support the floors (see FIGS. 206 to 208). Also, secondary light-weight members are either set up directly on primary structure (A) regarding the part that directly face primary structure (A) (see FIG. 131) or are omitted by being substituted by primary structure (A), except in cases when they serve as the finish set up on secondary bearing members and secondary nonbearing members. By these facts, double structure can be omitted and storey height can be reduced. Therefore, secondary nonbearing members are supported by primary structures or secondary bearing members, and secondary light-weight members are supported by primary structures, secondary nonbearing members and secondary bearing members. Making more closely the substituted and dependent relations with primary structures like this, solves those problems as mentioned above.

3) 'Supporting system of secondary nonbearing member'.

'Supporting system of secondary nonbearing members' is a system which structurally designs so that secondary nonbearing members, mainly external walls, doors and windows and partitions of secondary structure and the finish which accompany them can be supported on upper, lower and lateral sides of columns, walls, girders and slabs of primary structure.
Also, most of the time, it is needed to structurally design and rearrange the load conditions with the structural design of 'supporting system of secondary bearing member by primary column and beam' mentioned in (3).

4) 'Supporting system of secondary light-weight members'

'Supporting system of secondary light-weight members' is a system in which secondary light-weight members like the finish, furring strips, baseboards, wall trims, paper holders and hat hangers can be supported on upper, lower, lateral sides of skeletons like beams, slabs, columns and walls excluding the position which intersect the placing of reinforcement of primary structure, or

parts of additional casting concrete, or parts of permanent form of primary structure.
It does not need to be a special structural design, and can be an ordinary design. However, in the case of anchors that are set up after construction (which will be mentioned later) it is necessary to consider the civil law.

5) The supporting system of 'secondary structure of dependent type on primary' in 1 floor/ 1 layer.

In the case of 1 floor/ 1 layer composition of primary structure (A), when it is the case of 'primary dependent type secondary structure', as it does not need the support of secondary bearing members, it will be a structural design from the supporting conditions of secondary light-weight members and secondary nonbearing members (which will be mentioned later).

(6) 'Exclusive supporting system of wooden or wooden-like light secondary bearing member'

In the cases when secondary bearing members are limited to bearing members of wood or wood-like, of light iron steel or the like, and of light new ceramics or the like (hereinafter, it will be called 'wooden or wooden-like light secondary bearing members'), it is better to consider the 'supporting systems of secondary nonbearing members' or the midway in the supporting strength of the 'supporting systems of secondary bearing members' and 'supporting systems of secondary nonbearing members' mentioned above (in cases of general use when it is possible to support steal frames and PC or the like), as there is not much difference in support-load of both secondary bearing members and secondary nonbearing members, excluding the support of beams with large spans which enlarge as supporting loads or the support of the bottoms of columns that support them.
In the case of considering the supporting systems of secondary nonbearing members, it is better to consider similar to the supporting systems of secondary bearing members of general use mentioned above, or the midway in supporting strength of the supporting systems of secondary bearing members and secondary nonbearing members, when support of beams with large spans which enlarge as supporting loads or the support of the bottoms of columns which support them.
Also, in the cases of the system of supporting in the midway of supporting systems of secondary bearing members and the supporting systems of secondary nonbearing members according to supporting strength, concerning the walls and slabs of primary structures, there are cases when more structure reinforement is necessary than in the cases of the support of walls and slabs of supporting systems of secondary nonbearing members, and it is a method which support walls and slabs etc of those structurally reinforced primary structures and the upper, lower, lateral sides of columns and beams. The structure reinforcement of those walls and slabs structurally reinforce so that beams with large spans and secondary bearing members like columns which support those (mentioned above) can be supported. (hereinafter, it will be called 'exclusive supporting system of wooden or wooden-like light secondary bearing member').
Also the problem of the burden of horizontal stress of primary structure increasing at times of earthquakes or the like, mentioned in 'supporting system by primary vertical plane' becomes rather slight using beams with large spans and large support weights mentioned above. It is so because the dead load of secondary structure which has a large influence on horizontal stress at times of earthquakes or the like becomes small compared with the load of secondary bearing members for general use which includes steel frames and PC members mentioned above, or the live load.
Judging from these facts, this 'exclusive supporting system of wooden or wooden-like light secondary bearing member' is an economical method which decreases the cost of the structure of primary structure (A).

· Anchor classification.

Next, anchors (supporting connection of primary structure of mechanical fasteners which include the welding) which are set up on primary structures for secondary members which are necessary with the connection of secondary structures will be explained. In order to make possible the structural economicality and the flexibility of secondary structures, it is better to divide them into three: secondary bearing members which are heavy weight and give an influence or strength to primary structures (in cases of general use including steel frames or PC members, excluding wooden or wood-like light secondary bearing members); secondary nonbearing members which are not so much heavy weight with a lesser influence of strength and which have more places to be used; and secondary light-weight members which are more light-weight and have more places to be used as well as more frequency of use; and then consider the position, the extent, and the part to which anchors of primary structures are to be set. Furthermore, it is advantageous to divide these anchors into two and consider them: 'initial set up type anchors' which are set up in the initial construction of primary structures; and 'post-construction set up types anchors' which are set up after construction or set up according to changes of secondary structures in the future.

1) Anchor classification (according to supporting strength).

To realize the structural economicality and the flexibility of secondary structures, by dividing secondary members into bearing members, nonbearing members and light-weight members, by classifying the anchors which correspond to them into 'initial set up types' and 'post-construction set up types' which will be mentioned later, and by fixing the positions, the extent, and the part of the set up is very safe certain and economical because supporting bond strength can be gotten according to members classification. Moreover, it is very advantageous in structural analysis and structural calculation as the position or the extent of the load according to the division of secondary members is set at the initial designing of construction. Also, compared with making all anchors to be for secondary bearing members, with the cases when 'the positions or extent for setting anchors' are not decided, and also with the cases when 'the positions or extent for setting anchors' are not fixed according to the classification of secondary bearing members, this method largely decreases the burden of bearing capacity of primary structures, and further more, takes away unnecessary the connection members of secondary and anchor members. Also, as a matter of course, supporting of secondary members at lower rank by anchors at upper rank is possible. For example, supporting of nonbearing members by anchors of bearing members is possible.
When secondary bearing members are wooden or wood-like light secondary bearing members, as shown in FIGS. 116 to 118, anchors do not need to be divided into for secondary bearing members and for secondary nonbearing members, but by letting them to be for both secondary bearing members and secondary nonbearing members (hereinafter, they will be called 'anchors for both secondary bearing and nonbearing members'), the flexibility of secondary members and secondary structures increases.
Similarly, there is a method of not setting up anchors for secondary nonbearing members, but substitute by anchors for secondary bearing members and set many of them up. Also, in cases of 1 floor/ 1 layer in ground layers and intermediary layers, when adopting 'primary dependent type secondary structure', there are cases when anchors for secondary bearing members are not necessary. However, this classification is one by the supporting strength of anchors from the economical, flexibility, construction easiness points of view, and in some cases, there is need for only one kind, and in other cases, it may be more economical if divided into more kinds However, in cases when adopting 'primary dependent type secondary structure' in buildings of apartment house level, in case of 2 or more floors/ 1 layer, the dividing into three kinds mentioned above is rational, and in case of 1 floor/ 1 layer, dividing into two kinds is rational. Also, in cases of 'primary self-support type secondary structure', in some cases, selecting anchors for secondary bearing members is rational.

2) Classification of 'initial set up type anchor' and 'post-construction set up types anchor'

Classifying anchors for secondary members into 'initial set up type anchors' sod 'post-construction set up types anchors' acquire the flexibility and economicality of secondary members (compared with making then all initial set up types, the construction labor can be saved at the initial construction), and is also able to acquire a sure support bonding strength matching the members' classification (like bearing members and nonbearing members).

3) Adoption of 'fixing limits at initial construction type' anchors.

Whether it is 'initial set up types' and 'post-construction set up types', fixing the position or extent for setting up of anchors at the initial construction (after construction also if there are no problems of the bearing capacity of primary structures decreasing and the supporting strength can be confirmed; hereinafter, it will be called 'extent for setting anchors at the initial construction') makes it possible to design the supporting strength and bonding strength at the initial construction, and therefore becomes very advantageous for structural analysis and structural calculation, and, compared with the cases when the position or extent for setting anchors is not fixed at the initial construction, the burden of bearing capacity of primary structure is decreased largely.

4) Bonding of primary structures classified by anchor types.

Of these anchors, anchors for secondary bearing members have a lot of supporting strength and have large calibers, and because they need strength for bonding to primary structures, in many cases it is necessary to set up steel frames for bonding (see FIGS. 129-2 and 130-1 to 130-3). Because of this, in many cases, these anchors become initial set up type anchors.
In that point, anchors for secondary nonbearing members have comparatively few supporting strengths and have small calibers, and because they do not need much strength for bonding to primary structures, in many cases it is not necessary to set up steel frames for bonding (see FIGS. 126-6 to 129-3 and 130-4 to 130-6). These anchors can be either of 'initial set up type anchors' or 'post-construction set up types anchors', but because problems could arise of bonding strength or the decrease of strength by opening holes and excising of primary structure (A), it is better for them to be initial set up type anchor.
Anchors for both secondary bearing and nonbearing members are thought to be the middle of anchors for secondary bearing members and for secondary nonbearing members in supporting strength, and in some cases there is a need to set up anchorage reinforcing steel. In those cases, as with anchors for secondary bearing members, in most cases they become initial set up type anchors.
Further more, secondary light-weight members can be settled for even lighter anchors (see FIGS. 131-1 to 131-3), and can be 'post-construction set up types'.

5) Effects of anchor classification.

To consider the positions, extent, and parts of anchors according to each secondary members' classification, like done above, and to consider the bonding method to primary structures, limits the load position of heavy weight members of secondary bearing members or the like to primary structures. By this, the structural analysis and the structural calculation becomes easy and the load of primary structures decreases, and makes it possible for the structural economicality of primary structures. Further more, it is able to acquire a certainty in the strength of anchor connection according to each secondary member, and compared with the set up of anchors when all of them are the maximum caliber (anchors for secondary bearing members), it is possible to get economicality and construction easiness. Further more, as each anchors are set up corresponding to the necessity frequency, the flexibility of forms and quality of secondary structures and secondary members increases. Also, because the bearing capacity can be considered according to each anchor classification by the using frequency, the capacity can be guaranteed up to the future. Also, this fact at the same time solves the problem of the decrease in bearing capacity of primary structures by the free setting up of anchors to positions where it could affect the bearing capacity of secondary bearing members like primary structures, after the construction of primary structures.

· The Extent for setting anchors at the initial construction according to each anchor classification.

Next, 'extent for setting anchors at the initial construction' for anchors which are set up to primary structures for secondary bearing members, secondary nonbearing members and secondary light-weight members will be explained.

(1) The extent for setting anchors at the initial construction for secondary bearing members.

Because secondary bearing members are heavy and have a large influence of strength to primary structures, 'initial set up type anchors' had better be adopted. It is better to fix the set up extent at the initial construction of anchors for secondary bearing members by adopting 'supporting system of secondary bearing member by primary column and beam', and make them be upper, lower or lateral sides (which can get bonding strength and the extent which do not cut across steel frames) of 'equivalent walls' which are the columns of primary structure (A) including parts which are constructed upwards on the roof layer (walls which have the same capacity as columns of bearing walls and wall type rigid frame walls), girders or 'equivalent slabs' (parts of slabs which have the same capacity as girders of void slabs and frame girder slabs), and other parts which are considered to be the same as columns and girders (see FIGS. 113-1 through 125).

1) 'Extent for setting anchors at initial construction' for 'supporting system by primary vertical plane'.

Like shown in FIGS. 1, 2, 3, 3-1 to 3-7 (which are secondary steel frames), FIGS. 96-1 and 96-2 (which are secondary wooden construction, ordinary, 2 x 4), it is better to limit 'the extent for setting anchors at the initial construction' for secondary bearing members for 'supporting system by primary vertical plane' to lateral sides (the extent which can get the same bonding strength, and which do not cut across steel frames) of columns or 'equivalent walls' of primary structures or to the extent of the lateral sides in which the middle floor of secondary structure (B) is set up (limit the extent of the flexibility of vertical levels of primary structures; see FIGS. 3-3, 3-4, and 3-6). Especially, in the latter case when it is limited to the extent of the set up of middle floor of secondary structure (B), the number of anchors can be few. 2) 'Extent for setting anchors at initial construction' for 'supporting system by primary horizontal plane'.
Like shown in FIGS. 4, 5, 6-1 to 6-12, 7, 8, and 9 (which are secondary steel frames), and 96-3 to 96-6 (which are secondary wooden construction; ordinary, 2 x 4), it is better to set the extent of the set up of anchors for secondary bearing members of 'supporting system by primary horizontal plane' to the upper, lower or lateral sides (of beams, which can get the bonding strength and the extent which do not cut across steel frames) of beams or 'equivalent slabs' of primary structures.

3) 'Extent for setting anchors at initial construction' for 'supporting system by both primary vertical and horizontal plane'.

The extent of the set up of anchors for secondary bearing members at the initial construction of 'supporting system by both primary vertical plane and horizontal plane' is divided into two cases. Two cases are 'setting system extent for anchors at the initial construction on both primary vertical plane and horizontal plane' and 'setting system extent for anchors at the initial construction on primary horizontal plane'.

1. 'Setting system extent for anchors at the initial construction on both primary vertical and horizontal plane'

First, 'setting system extent for anchors at the initial construction on both primary vertical and horizontal plane' is shown in FIGS. 10, 11, 12, 12-1 to 12-10 (which are secondary steel frames), and in FIGS. 96-7 and 96-12 (which are secondary wooden construction; ordinary, 2 x 4). The extent of the set up at the initial construction of anchors for secondary bearing members in this case should be limited to upper, lower or lateral sides (the extent which can get the same bonding strength and which do not cut across the steel frames) of column's or 'equivalent walls' of primary structures and beams or 'equivalent slabs', or of these lateral sides, the extent in which the middle floor of secondary structure (B) is set up (limit the extent of the the flexibility of vertical levels of middle floors, see FIGS. 12-7 and 12-8). Especially, in the latter case of limiting to the extent in which the middle floor of secondary structure (B) is set up, the number of anchors can be reduced.

2. 'Setting system extent for anchors at the initial construction on primary horizontal plane'.

Next, the setting system extent for anchors at the initial construction on primary horizontal plane' is shown in FIGS. 96-13 and 96-14. The set up of extent at the initial construction of anchors for secondary bearing members in this case is the upper, lower or lateral sides (of beams, the extent of which can get the bonding strength and which does not cut across steel frames) of beams or 'equivalent slabs' of primary structures. That is, it is a system in which the vertical plane of columns or 'equivalent walls' of primary structure do not set up the extent at the initial construction of anchors for secondary bearing members. Secondary bearing members or the like make them support to vertical planes, but do not make them connect. This system, as will be mentioned later, does not need anchors on vertical planes. The horizontal force like earthquakes of secondary bearing members can be transferred to columns or 'equivalent walls' of a primary structure (A). The connecting of secondary bearing members can be done by anchors for secondary bearing members which are sat up at beams or 'equivalent slabs' of primary structures.

4) Roof layer.

In the roof layer, it is the same 'extent for setting anchors at the initial construction' according to each supporting system as mentioned above, and in concrete forms become like the following.

1. Primary non-constructing upwards type on roof layer.

As shown in FIGS. 87-1, 87-2, and 89, 'extent for setting anchors at the initial construction' for secondary bearing members of 'supporting system of primary nonconstructing upward type on roof layer' is almost the same as 'extent for setting anchors at the initial construction' for 'supporting system by primary horizontal plane', mentioned above. The difference of ground layers and intermediary layers is that there is no supporting horizontal plane of upper layer in the upper part. That is, the upper and lateral sides (the extent of which can get the bonding strength and which does not cut across the steel frame) of beams or 'equivalent slabs' on the roof of primary structures become the 'extent for setting anchors at the initial construction' for secondary bearing members.

2. Primary constructing upward type on roof layer.

As shown in FIGS. 90-1 through 94-1, 'the extent for setting anchors at the initial construction' for secondary bearing members by 'supporting system of primary supporting upwards type on roof layer' is almost the same as 'the extent for setting anchors at the initial construction by 'supporting system by primary vortical plane', 'supporting system by primary horizontal plane', and 'supporting system by both primary vertical plane and horizontal plane' as mentioned above. The difference of ground layers and intermediary layers is that there is not the supporting horizontal plane of upper layer in the upper part.

(2) Extent for setting anchors at the initial construction for secondary nonbearing members.

Next, regarding to the secondary nonbearing members that is not a heavy substance and decreases an influence of strength to a primary structure, for the sake of using at many places, 'the extent for geting anchor at the initial construction of a primary structure' for secondary nonbearing members (6-2), is thought (the extent of which can get the bonding strength and, which do not cut across the steel frame) to be the overall of upper sides, lower sides, lateral sides of skeleton of columns, walls, beams, and slabs or the like of a primary structure including a constructing upward part on a roof layer (see FIGS. 113-1 through 128, 132, and 133). 'initial set up type anchor' to a primary structure is an advantageous method to avoid problems, but the extent for setting anchors is decided at initial construction precisely in between reinforcing steel of a primary structure, without giving any affection to it, (in case of a condominium building, set a regulation, considering this part as a monopoly part), and after construction individual dweller can distinctly freely set up anchor. Such a method can be considered. This method can be applied to the case of anchors for secondary bearing members, combined using anchors for secondary bearing and nonbearing members.

(3) 'Extent for setting anchors at the initial construction for both secondary bearing and nonbearing member'.

In an above-mentioned 'exclusive supporting system of wooden or wooden-like light secondary bearing member', in case of setting the medium support-strength, it is advantageous to use the middle size (13φ nearly) of anchor-diameter to cover both secondary bearing and nonbearing members.
In such a case, 'the extents for setting anchors at the initial construction' are to be the same as the case of 'supporting system of secondary nonbearing members', as the equivalent. 'Extent for setting anchors at the initial construction' to be able to support beam of a large span with a large support-load and to support the bottom end of column to support it, is considered as above mentioned 'extent for setting anchors at the initial construction' for secondary bearing members, or is considered to upper sides, lower sides, and lateral sides of walls and slabs of a primary structure, including a constructed upward part on roof layer, which are structurally reinforced to be able to support the above mentioned large beam for long span or the column to support it (see FIGS. 116 through 118).

(4) 'Extent for setting anchors at the initial construction for secondary light-weight member'.

'The extent for setting anchors at the initial construction for secondary light-weight member' that are very light but quite useful and most frequently used in many places, is considered to be, in between reinforcing steel of a primary structure, without giving any affection to it, or increase concrete volume of a primary structure like FIGS. 131-1 through 131-3 (outside of dotted lines of FIG.) where no load are thought to be born, and decide these part or area as 'extent for setting anchors at the initial construction' It may be convenient to appoint this part and extent (set up the regulation considering this part as a monopoly part in case of a condominium building) as the extent (hereinafter, it will be called 'extent for setting freely anchors in post-construction') that individual user distinctly can set up anchor freely after construction and set up a secondary light-weight members freely.

· Anchor arrangement.

Next, is expressed about anchor arrangement. This content is necessary especially for 'an initial set up type anchor', but this content can be applicable for 'post-construction set up type anchor', if there is no problem concerning the bearing capacity of the type anchor.

(1) Anchor diameter and anchor interval

The problem of keeping the anchor diameter of the initial set up type anchor constant, guaranteeing the flexibility of secondary structures, is involved with the problem of anchor interval, leading to a problem of load to the secondary members which is held by the anchor. It is better to use anchors of almost the same support-strength, but depending on the secondary member which the anchor supports, each anchor will have a different supporting strength according to the load they bear. But by above-mentioned supporting strength classification, the big difference of supporting load can be solved. And within the same type of anchors the differences of supporting load are limited by the load territory of the secondary member of each anchor by using definite intervals, and equal interval anchor. (the widths of the definite intervals are different depending on the anchor type) and the bearing load is limited by this. Even if the load is more than the limit, it will be possible to keep anchor supporting strength and the anchor diameter constant, by using later-mentioned flex-connecting, or using melt-and-connecting method to the surface of anchor band steels. For example, as the anchor diameter of secondary bearing member around 20 mm 〈〈the unit is 'mm'; 'mm' will be omitted if written in 'mm' unit〉〉, can be chosen, and for secondary nonbearing member, around 9 mm can be chosen, and the anchor diameter of secondary bearing and non-bearing member around 13 mm can be chosen, and by this anchor diameter can be regulated.
Next, is about the width of an anchor interval. If the width of the anchor interval gets wider, the section and the size of the receptacles will become larger, and as a result the finishing pocket for concealment gets bigger. On the other hand, if the width of the anchor becomes too narrow, the number of anchor used increases leading to a waste and uneconomical.
So it is necessary to examine each case of the secondary bearing member or secondary nonbearing member depending on the necessary usage and decide the most economical width of interval and the place to set up the anchor. There are times when the interval will be changed depending on the frequency of usage and the size of supporting strength, but in most cases, definite intervals and equal interval set up is often chosen. (refer to FIG. 128 to 113-1) Since it is convenient in the degree of free extent and when making plans, the width of anchor interval is profitable if module (300, 450, 900 or the like) which is well used in plan designing is used. And the upper part (the part where the supporting strength is stronger) of the anchor used as secondary bearing member which overlaps the result of the position arrangement of anchors, the secondary non-bearing member, and the secondary light-weight member must be set up preferentially at all times, being used as the substitution of the lower anchor (where the supporting strength is weaker).

(2) Anchor arrangement and secondary structure composition. 1) Anchor arrangement for secondary bearing member and composition of secondary structure.

Anchors for secondary bearing member and composition of secondary structure are arranged on 'extent for setting anchors at the initial construction' for secondary bearing members' as mentioned above. Namely, anchors for secondary members are arranged at upper sides, lower sides, and lateral sides of column or 'equivalent wall' (bearing wall or wall style rigid frame or the like) or beams or 'equivalent slab' of the primary structure by adopting 'secondary bearing member primary structure supported system'. And the anchors interval is chosen depending on the frequency of usage and supporting strength.
For example, it is profitable to set up limiting within the extent of where the intermediate floor will be placed, in the case of primary vertical planes for the anchor of the secondary bearing member ('primary vertical plane supporting-system' or the vertical plane support of 'primary vertical plane and horizontal plane double-plane supporting-system'). Anchor for secondary bearing member can be also used as a substitute of anchor for secondary nonbearing member and when it occurs, anchor for secondary bearing member must be placed corresponding to the interval of the anchor for the secondary nonbearing member anchor as mentioned later. For that reason, the fixed and equal interval of the anchor is likely to be adopted excluding where the extent is restricted, or where the interval is narrowed by means of the frequency of usage.

1. Middle and ground layer.

FIGS. 113-1 through 118 show the anchor arrangement for secondary bearing member in the intermediary layer of 2 floors/1 layer case.

a. Anchor arrangement for 'primary vertical plane supporting-system' (limited)

Floor framing plan, FIGS. 113-3 through 113-4, ceiling plan, FIG. 114-2 and section interior elevation, FIG. 115-2, are anchor arrangement figure of 'a primary vertical plane supporting-system'. The interval of anchor for secondary bearing member (6-1), will be fixed and equal interval arrangement in a horizontal direction, the module (300, 450, 900 or the like which are often used in architectural designing) can be used. This anchor for secondary bearing member (6-1) is set up at the lateral sides of the columns or 'equivalent wall' of the primary structure (A), and in the case when it is limited within the territory of where the middle floor of a secondary structure is placed, and this anchor mainly supports and connects the horizontal members like beams and slabs of the middle floor in the secondary structure.
In the case of 2 floors/ 1 layer structure, least length of the space between the ceiling and the floor when considered as a room, is defined by law and cannot be measured less than that. So the free extent of the height of a ceiling, is decided by the official height, and also usually does not need more flexibility. (for example, if the ceiling height in the upper and the lower floor is both 2400, and the total is 4800, the least official ceiling height allowed as a room is 2100, so the free extent for both floors' ceiling height is 300). It is thought sufficient if free positioning of the secondary floor is gotten within 300 mm in vertical direction. And this anchor arrangement is in the same arrangement as in the case of FIG. 3-3, and is possible to make the secondary floor level move up and down like in FIG. 3-4 and 3-6. In FIG. 113-4 where secondary non bearing member is not placed at the slab side, there is a water proof layer adopted on the floor, and 'putting foundation system' mentioned later is adopted.
In this case, this system isn't suitable for supporting the 'a primary self-support type secondary structure'. But the anchor is set up within the territory of where the middle floor is placed and where vertical edge of a vertical plane like primary structure column or 'equivalent wall' (which contacts with a beam and a slab) is placed, and also there is a method which supports the 'primary self-support type secondary structure.

b. Anchor arrangement for 'supporting system by primary vertical plane' (overall)

Floor framing plan, FIG. 113-3 to 113-4, ceiling plan, FIG. 114-2 and section interior elevation, FIG. 115-1, are anchor arrangement for 'supporting system by primary vertical plane' in case that supporting extent of vertical plane is not restricted.
Anchors for secondary bearing member (6-1) are set up at the lateral sides of columns or the 'equivalent wall'. Anchor intervals for an area where anchors are used frequently to support middle floors of secondary structure, are set narrow (if necessary). For other area, constant and same intervals are set.
The arrangement of anchor is the same as FIG. 3-1, to enable the free position of the middle floor of secondary structure shown in FIG. 3-2 and 3-5. The free extent is more than above mentioned 'primary vertical plane supporting system '(limited). FIG. 3-7 shows the composition of secondary bearing members in case of 3 floors/ 1 layer, by the anchor arrangement of this supporting system. In FIG. 113-4 waterproof layer is adopted on the floor, and anchors for secondary nonbearing members are not placed at the upper sides of the slabs, and 'putting foundation system' mentioned later is adopted. In this case, the system is not suitable for supporting the 'primary self-support type secondary structure'. But the anchors can be set up within the territory of where the middle floor is placed and where vertical edge of a vertical plane like column or 'equivalent wall' of primary structure (which contacts with a beam and a slab) is placed, and also there is a method which supports the' primary self-support type secondary structure.

c. Anchor arrangement for 'supporting system by primary horizontal plane'

Floor framing plan, FIG. 113-1 to 113-2, ceiling plan, FIG. 114-1 and section interior elevation, FIG. 115-3, show anchor arrangement in for 'supporting system by primary horizontal plane'.
Anchor for secondary bearing member(6-1) is set up at the upper side, the lower side, and at the lateral sides of the beams or 'equivalent slab' of a primary structure (A), and the intervals of anchors are fixed equal. Although the primary structure form is different, this anchor arrangement is the same as in FIG. 6-1 to enable the composition of the secondary bearing member shown in FIGS. 6-2 to 6-11. In FIGS. 6-12 the same composition of secondary bearing member by the same supporting system in case of 3 floors/ 1 layer is shown.
In FIG. 113-2, anchors for secondary bearing member (6-1) are set up at beams of the primary structure (A), and are combined-used as the anchor for secondary nonbearing member (6-2). And because a waterproof layer is set up on the floor, anchors for secondary nonbearing members (6-2) are not set up to the surface of the slab. In this case, 'the putting foundation system' mentioned later, will be adopted above the water-proof layer.
Also this system is suitable for supporting the 'primary self-support type secondary structure' which is shown in FIG. 6-11 and 86.

d. Anchor arrangement for 'supporting system by both primary vertical plane and horizontal plane' (supporting by overall vertical plane).

Floor framing plan, FIG. 113-1 to 113-2, ceiling plan, FIG. 114-1 and section interior elevation, FIG. 115-1, shows the anchor arrangement for 'supporting system by both primary vertical plane and horizontal plane'.
This anchor arrangement is the complex of the above mentioned 'a primary vertical plane supporting-system' (overall) and 'a primary horizontal plane supporting-system'. Namely, anchors for secondary bearing members (6-1), are set up at the upper, lower, and lateral sides of the column or 'equivalent wall' and the beam or 'equivalent slab' of the primary structure (A). The anchor interval of the place where it is used frequently to support the middle floor of the secondary structure is narrowed, and at the other places fixed and equal intervals are set up. Anchors are set up extending from the ceiling slab to the floor slab, at the lateral sides of a column or 'equivalent wall'.
This type of anchor arrangement has the freest extent in the 'primary dependence type secondary structure' and is the same as shown in FIG. 12-1. This anchor makes the secondary structure composition possible like in FIG. 12-2 to 12-6 and also this anchor set up makes the secondary structure composition possible in the case of 'a primary vertical plane supporting-system'(overall) in FIG. 3-5 and in the case of 'a primary horizontal plane supporting-system' in FIGS. 6-7, 6-8, 6-10, and 6-11. In FIG. 113-2, anchor for secondary bearing member (6-1) is set up on beam of the primary structure (A), and it is used also as an anchor for secondary nonbearing member (6-2). As waterproof layer is done on the surface of the floor, anchor (6-2) is not set upon the surface of the floor slab. In this case later mentioned 'putting foundation' are to be adopted.
By this system, 'secondary structure of self-supporting type from primary' also can be supported, as well as above mentioned 'supporting system by primary horizontal plane' which is shown in FIG. 12-9

e. Anchor arrangement for 'supporting system by both primary vertical plane and horizontal plane' (supporting by limited vertical plane)

Floor framing plan, FIGS. 113-1 and 113-2, ceiling plan, FIG. 114-1 section interior elevation, FIG. 115-2, show anchor arrangement in case of a vertical plane support limitation of 'supporting system by both primary vertical plane and horizontal plane'.
This supporting system is a combined system of 'supporting system by primary vertical plane' (limitation) and 'supporting system by primary horizontal plane'. Anchor arrangement also is the same. Anchors for secondary bearing members (6-1), are set up to upper sides, lower sides and lateral sides of columns or 'equivalent walls' and beams or 'equivalent slabs' or the like of a primary structure (A).
Intervals of anchors for an area where anchors are used frequently to support a middlefloor of secondary structures, are set narrow. Intervals of anchors for other area are arranged same and equally. Anchors are set up at lateral sides of columns or 'equivalent walls' within anextent where a middle floor of secondary structures can be set up.
This anchor arrangement is in the same way as FIG. 12-7 and 12-8. By this system almost the same composition of secondary structures can be given as that of above mentioned 'supporting system by both primary vertical plane and horizontal plane (case of supporting by overall vertical sides)', except limiting th extent of flexibility for horizontal secondary members.
By this system 'secondary structure of self-supporting type from primary' also can be supported, as well as above mentioned 'supporting system by primary horizontal plane'.

f. Anchor arrangement for 'supporting system by both primary vertical plane and horizontal plane' (limiting anchors on horizontal planes).

Floor framing plan, FIG. 113-1 or FIG. 113-2, ceiling plan, FIG.-114-1 section interior elevation, FIG. 115-3, shows anchor arrangement when anchors for secondary bearing members are not set up to a vertical plane for 'supporting system by both primary vertical plane and horizontal plane'. Anchor for secondary bearing members (6-1), is set up to upper sides, lower sides or lateral sides of beams or 'equivalent slabs' or the like of a primary structure (A). Interval of each anchor is to be same,or definit. This anchor arrangement is applicable to the case of 'the system setting extent for anchor on horizontal plane at the initial construction' among 'the extent for setting at the initial construction' of 'supporting system by both primary vertical plane and horizontal plane' mentioned above. Of course it is possible to take this anchor arrangement in case of 'the system setting extent for anchor on both primary vertical plane and horizontal plane at the initial construction'.
This anchor arrangement are to be done in the same way as that of 'supporting system by primary horizontal plane'. Anchor for secondary bearing members (6-1), is set up to upper sides, lower sides, lateral sides or the like of beams or 'equivalent slabs' of a primary structure (A). This anchor arrangement, fixed equal intervals. The special feature of this system is not to set up an anchor for secondary bearing members at vertical sides of primary structure, and secondary bearing members are supported by the vertical sides of a primary structure without any direct connection to it. By this system, no anchor is needed on the vertical side of primary structure,however horizontal force of a seismic forceful equivalence of or the like of secondary bearing members or the like can be transmitted to columns or 'equivalent walls' of a primary structure. Secondary bearing members are connected by anchors for secondary bearing members, which is set up at beam or 'equivalent slab' of a primary structure.
Anchor arrangement is shown in FIG. 96-13, although form of primary structure differs, and secondary members can be composed in the same way as FIGS. 96-14 through 96-15. Composition of secondary members in this system looks almost the same as in a case of 'supporting system by primary horizontal plane'. But in case of 'supporting system by primary horizontal plane' columns, other vertical members or the like which support middle floor of secondary structure (B) or the likeare supported only by beams and horizontal plane or the like of a primary structure (A), and no horizontal force of a seismic forceful equivalence is transmitted to a primary structure (A), as a result, quake resisting walls or braces are necessary to set in structures (B), shown in FIG. 96-12, or suitable stiffness are required to columns, vertical members which is supported at top end and botom end by a primary structure (A), shown in FIG. 96-11. But in this system, as horizontal force of a seismic forceful equivalence of secondary structures (B), can be transmitted to vertical sides of primary structure (A), remarkable stiffness is not required to columns or vertical members or the like of secondary structures (B), shown in FIG. 96-14. through 96-15, no quake resisting wall and brace is needed, the 2 x 4 wooden equality structure without continuous column also can be used. By this system 'primary self-support type secondary structure' also can be supported, as in the same way as above mentioned 'supporting system by primary horizontal plane' can be supported.

2. Roof layer.

In a roof layer, anchor arrangement for each supporting system, are applied in the same way as mentioned above. Concretely it is as follows.

a. Anchor arrangement for 'supporting system of primary nonconstructing upward type on roof layer'.

Floor framing plan, FIG. 119-1, section interior elevation, FIG. 120-1 show anchor arrangement for 'supporting system of primary nonconstructing upward type on roof layer'. As well as in case of above mentioned 'supporting system by primary horizontal plane', anchor for secondary bearing members (6-1) is set up to upper sides and lateral sides of beams or 'equivalent slabs' with definit interbals. In above mentioned 'supporting system by primary horizontal plane' secondary structure can be supported by ceiling sides (under beams and slabs), however in this case, it is limited with only upper sides of beams and slabs shown in FIGS. 87-1 through 89 which should be explained as 'primary self-support type secondary structure'.

b. Anchor arrangement for 'supporting system of primary constructing upward type on roof layer' ('supporting system by primary vertical plane')

Floor framing plan, FIG. 121-2, and section interior elevation, FIGS. 122-1 and 122-2 show anchor arrangement of 'supporting system by primary vertical plane' among 'supporting system of primary constructing upward type on roof layer'. In the same way with 'supporting system by primary vertical plane', anchors for secondary bearing members (6-1) mentioned above, are set up to lateral sides of a columns (1) or 'equivalent walls' or the like of a primary structure (A). In this system there are two ways of choosing anchor arrangement. In one case, a set up extent of the concerned anchor (6-1), is limited within of a middle floor of secondary structures (see FIG. 122-2). In other case, anchor arrangement are set up from a floor slab with extending for a ceiling slab (see FIG. 122-1). Moreover, when anchors are arranged at the upper side of a column or 'equivalent wall' a roof building of secondary structures B building members, also can be supported. And the composition of secondary structures shown in FIGS. 91-1 through 91-3 become possible.

c. Anchor arrangement for 'supporting system of primary constructing upward type on roof layer' ('supporting system by both primary vertical plane and horizontal plane').

Floor framing plan, FIG. 121-1 and, section interior elevation, FIGS. 122-1 and FIG. 122-2 shows anchor arrangement for 'supporting system by both primary vertical plane and horizontal plane' among 'supporting system of primary constructing upward type on roof layer'. This is a combined system of anchor arrangement, above mentioned 'primary non-constructing upward type roof layer composition system' and 'primary constructing upward type roof layer composition-system' ('supporting system by primary vertical plane'). Anchor arrangement for secondary bearing members (6-1) are to be arranged to upper sides, lower sides, lateral sides of columns or 'equivalent walls' and beams or 'equivalent slabs' or the like of a primary structure (A), and is separated from 2 method of an overall arrangement and a restricted arrangement on a column or 'equivalent wall' lateral side of or the like of a primary structure (A), similarly to anchor arrangement for 'supporting system of primary constructing upward type on roof layer' ('supporting system by primary vertical plane') mentioned above.
Anchor arrangement of this type, among 'a primary dependent type secondary structure' of a roof layer, this system can get the highest free extent.

d. Anchor arrangement for ' primary non-constructing upward and constructing upward combined use type roof layer composition system'

Floor framing plan, FIG. 123-1 and section interior elevation, FIG. 124, show anchor arrangement for 'combined using type supporting system of primary constructing upwards and no constructing upwards on roof layer'. Anchor arrangement of this system, is a combination of that of above mentioned 'primary non-constructing upward type roof layer composition system' and 'primary constructing upward type roof layer composition-system'.
Anchor arrangement is serected by its situations, that is, for the place where no primary structure is constructed, above mentioned 'supporting system by primary horizontal plane' is selected as anchor arrangement, while, for the place where primary structure is constructed, either 'supporting system by primary vertical plane' or 'supporting system by both primary vertical plane and horizontal plane' can be chosen. Therfore, by this system, selections of structural planning for a primary structure spreads, and so is the compositions of secondary structures. Within these diversity of selections, FIG. 123-1, and FIG. 124 show two differrent types of anchor arrangement systems, namely, for the place where no primary structure is constructed, anchor arrangement for 'supporting system by primary horizontal plane' is selected, and for the place where primary structure is constructed, 'supporting system by both primary vertical plane and horizontal plane' is chosen.
By the anchor arrangement for this supporting system, composition of secondary structures shown in FIGS. 92-1 and 94-1 become possible. As it is expressed at supporting system, in this system 'a primary self-support type secondary structure' is used together with 'a primary dependent type secondary structure', and consequently, that is, both flexibility of an external form and flexibility of an interior planing are given to secondary structures.

2) Anchor arrangement for secondary nonbearing members and the composition of secondary structures.

Anchor arrangement for secondary nonbearing members is set up according to 'the extent for setting at the initial construction' of anchor for secondary nonbearing members (6-2) mentioned above. Anchors are set overall at upper sides, lower sides, lateral sides of columns, walls, beams, and slabs of a primary structure, including roof layer where primary structure is constructed upward, within a limit of not to cut reinforcing steel and to get bond strength).
For an area where anchors are used freaquently, intervals of anchors are set narrow, while in general, constant or equal intarvals are set (in case different intarvals can be chosen partially, or between vertical direction and horizontal direction, and more than 2 different kinds of intarvals may be used). Intarvals of anchors for interior foundations and that of form separators are integrated (same distance are chosen), and both of them can be used as anchors for secondary nonbearing members. In other area also the same intervals can be used (as a result approximately 450 x 900 intervals are chosen often).
To use constant or equal intervals for overall anchors set up in a primary structure, contribute not only to widen a free extent on planning,to standardize a diametere of anchors, but also in later mentioned receptacles and inter-structural members, regurate support-strength of secondary nonbearing members and to give a possibility for manufactuaring common parts and standardization. Moreover by using the same length as used for common interior finish foundation (ex.ceiling) and form separators, most parts of anchors can be substituted, which remarkablly decrease the quantity of anchors to economize, and regurate sizes of materials used in construction site and manufactuaring common parts and standardization are also possible for receptacles and inter-structural members. Especially in case that 450 x 900 (nearly)are adopted as an anchor interval, pitofor external wall, outside doors and windows, interior partition for a furring strip members, interior finish foundations can be connected and supported by a common anchor (9φ nearly). In receptacles, inter-structural members, do to the most same members together (in case that I inter-structural members span 900 (nearly), to receptacles span 450 (nearly) seem to become 450 x 900 (nearly) pitch adopt Outside doors and windows frame upper part connective materials 50 x 9 except at 50 x 6 band steels well in an of angle case at 65 x 65 well), are settled, size also make better, with a furring strip's anchor arrangement common have, with this furring strip's anchor in substitution for possible keep economic. Moreover by using the same intervals as frame separaters (it is generally possible) as frame separaters are essensially used to walls and columns, flexibility can be gotten within almost the same cost. Strength of frame separaters can be adjusted to fit for secondary members, as mentioned later, and as choice of a cap nuts, bolts are possible,therefore anchor system and diameter can be unified. For slab where waterproofing is done 'the putting foundation system', mentioned later, can be adopted, which means no anchor is needed in such case.
Anchors for secondary bearing members can be set at upper sides of columns and 'equivalent walls' of a primary structure constructed upward type roof layer to support a roof members of secondary structures (B).
If excluding anchor for secondary bearing members (6-1), FIGS. 113-1 through 115-3 and FIGS. 119-1 through 128, show the anchor for fixing secondary nonbearing members (6-2) like external wall, boundary wall, partition and doors and windows frame or the like are set by equal intervals. Among them, FIGS. 113-1 through 115-3 show anchor arrangement of 2 floors/ 1 layer case of a primary structure intermediary layer soon, and FIGS. 126-1 through 128 show anchor arrangement of case of 1 floor/ 1 layer, FIGS. 119-1 and 120-1 show anchor arrangement of a case of 'primary nonconstructing upward type roof layar composition system FIGS. 121-1, 121-2, 122-1 and 122-2 show anchor arrangement for 'supporting system of primary constructing upward type on roof layer' and FIGS. 123-1 and 124 show anchor arrangement for 'supporting system of primary constructing upward type on roof layer.
In these FIG. all intervals are arranged by an above mentioned 450 x 900 pitch, and external wall, outside doors and windows, interior partition, a furring strip members, can be supported and are fixed by a common anchor,and most receptacles,and inter-structural members, is same members (except a part).
Difference between composition of 1 floor/ 1 layer and 2 floors/ 1 layer of 'primary dependent type secondary structure' when set on ground layer and intermediary layer are to be mentioned next.

a. 'Primary dependent type secondary structure' 2 floors/ 1 layer.

FIGS. 113-1 through 115-3, show anchor arrangement for a primary structure of 2 floor/ 1 layer case. In case to set up 'a primary dependent type secondary structure', a relation of secondary nonbearing members with secondary bearing members and a primary structure is shown by the section detail drawing of FIGS. 207 through 209. In these case secondary nonbearing members like external walls and doors and windows or the like are connected and supported by a primary structure, except in case that they are supported by secondary bearing members like beams which composes a middle floor of secondary structures.

b. 'Primary dependent type secondary structure' 1 floor/ 1 layer.

FIGS. 126-1 through 128 show anchor arrangement for a primary structure is of 1 floor/ 1 layer case.
Thus when 'a primary dependent type secondary structure' is adopted to a primary structure, internal space is intercepted with the outside and composed by secondary nonbearing members. As a result secondary bearing members becomes unnecessary, and so is anchors for secondary bearing members. FIGS. 126-1 and 126-2 is a floor framing plan, FIG. 127 are a ceiling plan, and FIG. 128 is a section interior elevation. 'Putting foundation system' or the like mentioned later is adopted in FIG. 126-2, for a waterprooved layer, without any anchor set up to the floor.
The difference between 'a primary self-support type secondary structure' and 'a primary dependent type secondary structure' is remarkable especially in 1 floor/ 1 layer type, like this. Though 'a primary self-support type secondary structure', needs secondary bearing members, 'a primary dependent type secondary structure', doesn't need secondary bearing members, so is anchors for secondary bearing members. Therefore, for 1 floor/1 layer case, 'a primary dependent type secondary structure 'is advantageous. Considering about story height, when 'a primary self-support type secondary structure' is adopted, case of 1 layer 1 floor type is quite disadvantageous. Because compare to the case of 1 layer 2 floors type, beams of primary structure and double slab between primary and secondary structure appear in every layer, which means in the case of 2 floors/ 1 layer type, disadvantage is devided into two and do not have serious influence for increase of storey height, while in the case of 1 layer 1 floor type, this disadvantage affects directly, and increase storey height, which makes this system very disadvantageous. In this aspect, when primary dependent type secondary structure' is adopted, it is not serious because it does not need double slab and beams, the only cause for increasing storey height is under floor space to set services free, this story height reduction system, mentioned later, can be applied (to both of them) to solve this problem. By these reasons, in case of 1 layer 1 floor type, 'primary dependent type secondary structure' is very advantageous, while 'a primary self-support type secondary structure' is very disadvantageous. In case of more than 2 floors/ 1 layer type, disadvantage of 'primary dependent type secondary structure' is relieved, accordingly to the increased number of stories.

3) Anchor arrangement for secondary bearing and nonbearing members and secondary structure composition.

FIGS. 116-1 through 118, 119-2, 120-2, 121-3, 122-3, 123-2, and 125, show the anchor arrangement for both secondary bearing and nonbearing members (6-3) (nearly 13φ). This anchor arrangement is used in case of exclusive supporting connection of light secondary bearing members which is made of wood or else. This anchor, is set up to a set up extent of initial stages of construction of above-mentioned anchor for both secondary bearing and nonbearing members (6-3). Namely, this anchor arrangement is thought to be equal to 'supporting system of secondary nonbearing member' and regarded as anchor arrangement for secondary nonbearing menber mentioned above. The support for beams with large span which gets larger as support-load and marginal support for columns which is to support the former will be arranged as above mentioned anchor arrangement for secondary bearing members, or arranged at upper sides, lower sides, lateral sides of walls(inculuding constructing a roof layer upward part)and slabs, which is structually reinforced so as to support large load. The anchor arrangement should be applied to that for 'supporting system of secondary nonbearing member'.
These embodiments show anchor arrangement for walls and slabs of the primary structure which is structually reinforced. Namely, anchors for secondary bearing and nonbearing members (6-3) are set at upper side, lower side, lateral side of columns or 'equivalent walls', beams or 'equivalent slabs' or the like of a primary structure (A) and walls and slabs, which is structually reinforced (so as to support beams for longer span or columns to support the beams). Anchor interval for an area where anchors are used frequently to support a middlefloor of secondary structures, are set narrow.
Anchors interval for other area is arranged equally. The anchor arrangement for secondary nonbearing members are applied to upper sides, lower sides, lateral sides of walls and slabs, of a primary structure (A) which is structually reinforced, while the anchor arrangement for secondary bearing members is applied to upper sides, lower sides, lateral sides of columns or 'equivalent walls', beams or 'equivalent slabs' or the like of a primary structure (A), however, it is to be used also as anchors for secondary nonbearing members, the same anchor arrangement for secondary nonbearing members is applied.
In this case anchors are used both for secondary nonbearing members and secondary bearing members and it widen a free extent of secondary structure. And, as difference of diameter of each anchor is very small this does not affect on economization.
While, in case that walls and slabs of primary structure are not structually reinforced, anchors for both secondary bearing and nonbearing members are applied to columns or 'equivalent walls', beams or 'equivalent slabs' or the like of a primary structure (A), and for other part, anchors for secondary nonbearing members are set according to the arrangement for it.
In this case, also 'supporting system by both primary vertical plane and horizontal plane' can be taken, however compare to the case of above mentioned 'structually reinforced' walls and slabs, free extent is limitted. In such a case, if anchor for both secondary bearing and nonbearing members are set up only at columns or 'equivalent walls' of a primary structure (A), it is the game as 'virtical plane support system' ( as the same way as above mentioned 'primary virtical plane support system ', there can be both 'vertical plains support limitation' and 'whole virtical plane support system' can be taken).
More, floor framing plan, FIG. 116-1, FIG. 116-2, ceiling plan 117 then section interior elevation, FIG. 118, show the anchor arrangement for combined using anchors for secondary bearing and nonbearing members by 'supporting system by both primary vertical plane and horizontal plane'.
By this arrangement, composition of the secondary structure have a free extent almost same or more than the case of FIG.-96 5, FIG.-96 6.and the case of 'supporting system by both primary vertical plane and horizontal plane'.
Floor framing plan, FIG. 119-2 and section interior elevation, FIG. 120-2, shows the anchor arrangement for secondary bearing and nonbearing members in 'primary nonconstructing upward type roof layer composition system'.
Floor framing plan, FIG. 121-3 and sectional interior elevation, FIG. 122-3, show 'anchor arrangement for both secondary bearing and nonbearing members' of 'supporting system by both primary vertical plane and horizontal plane' among 'supporting system by primary constructing upward on roof layer type'.
For floor framing plan, FIG. 123-2 and section interior elevation, FIG. 125, show anchor arrangement for both secondary bearing and nonbearing member by 'supporting system by both primary vertical plane and horizontal plane' among 'combined using type supporting system of primary constructing upwards and no constructing upwards on roof layer'.
Excluding FIG. 116-1, one of the floor framing plan, other FIGS show the case that combined using anchor for secondary bearing and nonbearing members (6-3) or anchor for secondary nonbearing members (6-2) are not set up to the slab side as be waterproofed, and the case that the method of 'putting foundation system' or the like as mentioned later should be adopted on this waterproof layer.

· Anchor details

About an anchor, support strength, durability, easiness of construction and improvement of precision of construction of setting up position are important especially.

(1) Form setting up anchor.

FIGS. 129-1 and 129-5 are examples of the type to cast setting itself to a general concrete form in initial construction and FIG. 129-1 is an example for secondary bearing members, and FIG. 129-5 is an example for secondary nonbearing members.

(2) 'Anchor frame system'

About the anchor to be fit for this type, though general type could be thought, the anchor frame system expressed here is thoght from the point of easiness, precision and economic of construction, and within this system, an interior 'anchor frame system' is the system that is restricted to an initial set up type anchor.

1) 'Interior anchor frame system'

This is an explainaition of the case that anchor is composed from anchor nuts or cap nuts (8) with anchor frame (5). Anchor frame (5) is laid under the ground inside concrete, and welded to reinforcing steel 18 in concrete, accompanied with anchorage reinforcing steel which is fixed to anchor frame (5) (see FIGS. 13 through 28). For anchor frame (5), band steel, angle, H and ditch section steel or the like are used. Concerning about this anchor frame (5), extend for the whole, it has plural penetration hole, and on the surface and back side of this each penetration hole, plural anchor nuts or cap nuts 8 are set up by welding, directly or insertingly. Two or more anchor nuts (8) from necesstiy are set up repeatedly, and enhancing astrength of an anchor.
On the surface of concrete of column (1), beam (2), wall (3), and slab (4) to be shown in FIG.13 to 28 anchor hole 6 are bored successively to above mentioned anchor nuts and cap nuts (8), so as to unite fixing bolts (10) to anchor nut or cap nuts (8). FIG. 28 is a cap nuts type by the way.
Elsewhere, there is also a composition that, extend for the whole, plural anchor bolts (7) with interval, is set up thrusting to anchor frame (5) in concrete, with its end standing out superficially to an appointed length, by means of this, fixing nut(9) are able to fixed to this projecting part (see FIGS. 29 to 33).

2) 'Superficial anchor frame system' and 'Welding anchor system'.

Anchor frame (5) and anchor nuts or cap nuts (8) setting up method, is the method that seems to be shown also in FIGS. 34 to 47.
To explaint this method, not all of anchor frame (5), anchor nuts or cap nuts (8) are buried perfectly inside concrete, but only anchor nuts and cap nuts (8) all are buried inside concrete and anchor frame (5) are gone along with the surface of concrete. And is fixed by welding to reinforcing steel (18) in skeleton concrete these anchor frame (5), or, fixed with anchorage reinforcing steel fixed to anchor frame (5), or nutted to anchor frame fixing anchor bolt (15) which is thrusted to the surface of skelton by anchor frame fixing nut (17), or fixed to anchor frame fixing anchor nut buried inside concrete or to cap nut (14) by anchor frame fixing bolt (1(16) or the like (Hereinafter, anchor frame fixing anchor bolt (16) and anchor frame fixing anchor nut or cap nut (14) is called 'an anchor frame fixing anchor' (14), (15)). Similarly, FIGS. 48 to 53 are the case of anchor bolts (7) are used instead of anchor nuts or cap nuts (8).
In case that connecting secondary members and flex supporting connecting members by welding to these superficial anchor frame (5) like FIGS. 54 to 56-4 the setting up direction at an extent of the width, secondary members and flex supporting connecting member's setting up position becomes free. This method, also contributes to define the anchor diameter of an initial set up type (In this case anchor's diameter of anchor frame fixing anchor (14),(15) contributes to defining. It could be also thought that an anchor frame became receptables in this case). And in this case, anchor is not necessray, as necessity supporting connecting strength is easily secured, by changing the size of a welding connective side with receptacles (12) and anchor frame. Definiting the anchor diameter of anchor frame fixing anchor will be also possible. That is because support strength increases remarkablly compared with each support strength, by stiffness of the whole anchor frame, so there is no fear that a support strength isn't secured.
Also, in case that limiting a connecting method of secondary members and 'flex supporting connection members' with these superficial anchor frame (5) to welding, it isn't necessary to set up anchor bolts (7) above-mentioned anchor nuts, cap nuts (8). Like this, making anchor frame (5) to go along with concrete surface, as it will be even with the ground compared with a concrete surface, frictional connection of height forceful bolts or the like and receptables connection or the like can be connected certainly. By making the composition of fixing, anchor frame (6) and nuts or bolts, in case that anchor nuts or cap nuts (8) become unusable for defacement, anchor frame (5) off that part can be taken off, and anchor nuts or cap nuts (8) which became unusable could be repaired, or anchor frame 5 could be exchanged. Also, in case that a design change happens to secondary structures B, receptables (12), anchor frame (5), anchor nuts or cap nuts (8) can be replaced to properly to other ones which suits for form, material and structure of secondary structure.
As using any methods mentioned above, enough anchor strength of anchor bolts, anchor nuts, cap nuts (8), can be secured, and corrosions of anchor frame 5, anchor nuts or cap nuts 8 are perfectly prevented (see FIGS. 13 to 28), when these are buried perfectly inside concrete, and a semipermanent use gets possible.

(3) 'Free anchor frame system'.

This 'free anchor frame system' is a kind of transformation of welding anchor frame, and above mentioned anchor frame to the rail-shaped one with guide (see FIG. 57). Sometime this system, is also set up to the appointed part with certain on anchor arrangement with a certain length (see FIG. 58).
FIG. 57 to 59-6 are showing the system to keeps it possible for setting up free anchor frame (5-1) which have ditch type, mountain type and rip ditch type or the like movement adjusting rail for anchor fixing, on primary structure (A). On this rail, free tranport of anchor and position adjustment of secondary member with flex supporting and connecting members will be possibile.
This free anchor frame (5-1) is set up on primary structure (A) at with anchorage reinforcing steel or the like setting up or, on a primary structure (A) at an anchor of a set up setting up. With a free position possible anchor, are fixed by welding like FIGS. 59-1 through 59-5 with a movement adjusting mail, or by a pressuring with bolts.
By a method of a set up of a direction of this rail, adjusting an anchor will be very free at the direction, and it is the same at a width direction, by a size and width of rail.
If a support-strength is gotten by welding or the like, these method could be used not only on secondary nonbearing capacity and an light-weight member, but also on secondary bering menber.

(4) 'Form separator system

There is one method to use anchor of lateral sides of beam 2 ,poll 1 and wall 3without withdrawing the form separator to be used at constructing these skelton, and another is to choose the a diameter of a form separator, adjusting its strength responding to the a support-strength of secondary members on form setting About a form separator there is a cap nuts type, bolt type and female screw type. This system is the system that is restricted to an initial set up type anchor. By using this method several anchor's members can be omitted extremely economic for being able to save many parts. FIG. 129-2 is example of 'an anchor for a secondary bearing member', and FIG. 129-4 is one for 'an anchor for a secondary bearing member'.

(5) 'Anchor hole system I'

In FIGS. 60 through 63, on the surface of column (1) of a primary structure (A), beam (2) and wall (3) also have an of an appointed depth with an interval is bored inserting anchor bolts (7) inside this anchor hole, fixing anchor bolts (7) to column (1) or the like of primary structure (A) with filing up grout material around it to fix receptacles (12). on anchor bolt (7) by fixing nut (9).
In FIGS. 64 through 67, plural anchor hole are bored an appointed interval and depth on column (1) of a primary structure (A), and also beam (2) and wall (3), laying anchor bolts (7) of extending style under the ground of a concerned anchor hole, to nut receptacles (12) on anchor bolt (7) of this extending style by fixing nuts (9). Fixed fixing nuts on anchor bolts (7) of this extension style for the method to do is shown.
Moreover FIG. 129-3 is an example for an anchor nuts and cap nuts type of extension style, and FIG. 129-6 is an example for cap nuts type resinousanchor, and both are for secondary nonbearing members. Anchor of extension style an anchor nuts and cap nuts type of FIG. 129-3, and it shows the case that receptacles for secondary nonbearing members is fixed and supported.
Though this system, there is the type to set up a hole after constructing a primary structure, the way to bore the holes deep and wide enough for the anchor expected to be necessary for the support of secondary members at first stages of construction of a primary structure, and hole of a caliber of a size to have enogh and spare only feeling anchor bolts of a caliber to add on secondary members on a concerned anchor hole, cap nuts to set up resinous anchor or the like at when secondary structure is constructed. And by using such a method there isn't a problem of a strength depression of a primary structure. And, it will be able to adjust precisely the size of bolt of secondary members and connective members or the like, when anchor is necessary, as it is free to choise the diameter of it. By planning a hole diameter and the anchorageness cosidering support-strength, this system, is also useful for secondary bearing members.

(6) 'Anchor hole system II'

FIGS. 68 through 70, show the way for the following. With an appointed interval, plural penetration hole is bored on column (1), beam (2) and wall (3), of a primary structure (A), to this penetration hole anchor bolts (7) is made through, and receptacles (12) is nutted on one or both edge of this anchor bolts (7) by fixing nuts (9).
To set up a hole on after constructing a primary structure could be thought also, in this system. Similarly to above mentioned 'an anchor hole system I', by opening only the hole of a caliber of a size to have enogh and spare in comparison with the anchor diameter that is necessary for the support of secondary members at first to have had expected a construction of a primary structure, This system, isn't a problem of a strength depression of a primary structure also, and and add it, can select an anchor diameter, and be the convenient method that I can adjust secondary members and connective members size with a fixed of a caliber of a size to have enogh and spare than that of the anchor diameter that is expected to be necessary for the support of secondary members at first stages of a construction of a primary structure. There won't be problem of a strength depression of primary structure and, as it is free to when an anchor is necessary select an anchor diameter, so it is able to adjust the size of fixing bolts of secondary bearing members and connective members or the like according to the support-strength. This is the effective method to be effective for being able to be used generaly for secondary bearing members.

(7) Anchor in case of primary structure of S, SC, SRC.

FIGS. 71 through 77 show the case that column (1) and beam (2) of a primary structure (A) is composed by steel frame materials. Some methods could be thought on fixing anchor in theme case. Anchor holes can be set at upper sides, lower sides, lateral sides of columns (1) and beams (2). Receptacles (12) can be set by fixing bolts (10) or by fixing nuts (9) (see FIGS. 71 through 74). Anchor nuts or cap nuts can be fixed to fit for the anchor holes by welding. Anchor bolts (7) can be fixed on the surface of columns (1) and beams (2) or anchor bolts (7) can be fixed through penetrating the anchor holes by welding for being able to be used generaly for secondary bearing members.
FIGS. 78 through 80 show the embodiments that columns (1) beams (2) and walls (3) of a primary structure (A), are composed by steel frame reinforcing steel concrete. Anchor nuts or cap nuts (8) of these case are fixed by welding on the part of a plenum of the penetration hole which is bored with interval on steel frame members (19) in concrete. Moreover there is also other method to weld anchor bolts (7) simply upon the steel frame members (19) in concrete, or to set up by boring a penetration hole on steel frame members (19), and anchor bolt (7) can be fixed in position of penetrating the hole by welding.

· 'Anchor type setting up extent of anchor at initial construction' and 'post-construction set up type anchor'.

'Post-construction set up type anchor' which can be set freely after construction is also set up at the position that has no problem concerning to the bearing capacity of a primary structure and extents and position that a support-strength is maintained. At initial construction stage the anchor setting position or the extent is set where no problem will occur to affect the bearing capacity of the primary structure, and sufficient support-strength is obtained (if the problem on bearing capacity depression of the primary structure and the support-strength are confirmed, also after construction). When applied to condominium building the extent or position (area) shoud be prescribed as the monopoly part and, when secondary members are set up anchor and joint parts are set up freely at the position and the extent.
By such a method estimated load can be set smaller in structural analysis and calculation, because the position or the extent which influence the primary structure can be set at the designing stage before the construction, H is advantageous. And without depressing the bearing capacity of the primary structure (A), sufficient support strength fit for each secondary members is obtained. And furthermore even if the owner of the primary structure is different from that of the secondary structure, the problem of accession in the civil law and the problem of giving damage to common part of the condominium building can be solved.
A position or an extent of anchor for secondary light-weight members (6-4) can be thought to be set for whole surface of skeleton in most caces, and if increased volume of concrete can be given for finishing, coverage of reinforsing steel, by using such area no problem happens on depression of bearing capacity, and it may be economical. Again if wooden forming boad for casting concrete is left on the surface of concrete within the position or the extent, secondary light-weight member can easyly be fixed by nailing or screwing on the surface of it.
FIG. 131-1 shows the method of anchor for secondary light-weight members (6-4) in an anchor system of 'initial extent set up type' and 'a post-construction set up type'. In the case to avoid the problem on bearing capacity of the primary structure when primary structure is constructed increase volume of concrete is given to the part, to make 'the extent for setting freely anchors in post-construction' (36)'. Within the past and the extent (from the surface of concrete to the dotted line in the FIG.) each user can set up anchors freely after construction or in future.
The problem about accession and manufacturing in civil law will be solved if the part or the extent is prescrived by rule, as a monopoly part. At the first stage of construction (and if the problem on bearing capacity depression of the primary structure and the support strength are confirmed) are determined the anchor setting position and the extent and if prescribed as a monopoly part in a condominium building this method can be applied to anchors for both secondary bearing and nonbearing members, only if no problem cccurs to bearing capacity of the primary structure and sufficient support strength is obtained.
Furthermore, in case that to use the anchors set according to the method, for other use in future and displacement occurs, to support and joint the member in oblique position, by receptacles, intermediary structure and interstructural members flexible support and connection can be adopted to minimize the damage to the primary structure.

· Secondary members setting up method to primary structure

Hereinafter, the method that secondary members is set up to a primary structure, is expressed in case to use 'flex supporting connection' and in case of anchor decision position.

(1) 'Flex supporting connection'

The 'flex supporting connection' consists of receptacles and intermediate structures or inter-structural members as a 'flex supporting connection member'. There is also in case that it is used both of these, and is also in case that it is used one side only. This is the system that is fundamentally necessary for 'an initial set up type anchor', and that guarantees a freedom of a composition of secondary members from the fixed anchor. This is a system is necessary to guarantee a freedom of a composition of secondary members after a position of an anchor is fixed, if in 'post-construction setup type anchor'.
Regarding a secondary bearing members, this 'flex supporting connection' has the function to transmit the load of a secondary bearing members to a column and a beam of a primary structure by 'supporting system of secondary bearing member by primary column and beam', and the function to adjust the supporting connection with an anchor and a secondary bearing members. Regarding a secondary nonbearing members, the role of this 'flex supporting connection' is to adjust the supporting connection with a secondary nonbearing members with an anchor.
Especially in a support of a secondary bearing members, an intermediate structure is the fundamental role to transmit secondary structures load to a column and a beam of a primary structure, and becomes an indispensable element for 'supporting system of secondary bearing member by primary column and beam'. In case that a position adjustment is necessary in for secondary members displaces from a module of an anchor position, in case that a load adjustment is necessary for secondary members exceeds a support-strength of an anchor, further in case that a material adjustment is necessary for secondary members material is improper for supporting connection, and namely in case that a composition of secondary members like the above-mentioned requests a higher freedom, the adjustment of a supporting connection with an anchor gets necessary.
An intermediate structure/ an inter-structural members does a large position adjustment in a support adjustment of an anchor and secondary members.
A receptacles does a small position adjustment in a support adjustment of an anchor with secondary members or an intermediate structure/ an inter-structural members.
By means of this matter, a set up position freedom of secondary members is guaranteed, and a supporting and connecting also becomes a certainty.
A receptacles, an intermediate structure, or an inter-structural members are inserted between secondary members and an anchor. By means of this matter, a support adjustment of a material gets possible, a freedom of a material of secondary members is guaranteed, and a supporting and connecting becomes a certainty.
One or two anchors-there is in case that the strength to support secondary members, by means of, isn't gotten., in an adjustment of a support-load
In case that the strength to support secondary members isn't gotten by means of one and two anchors, an adjustment of a support-load(4) 'Exclusive supporting system of wooden or wooden-like light secondary bearing member' gets necessary.
By η this system, receptacles and intermediate structures or inter-structural members, stride across them for three and four anchors and this case, get an appointed support-strength, and support this secondary members.
Receptacles and intermediate structures or inter-structural members, stride across them for three and four anchors this case, gets an appointed support-strength, by means of connective to be supported. Receptacles and intermediate structures or inter-structural members, stride across three and four anchors and an appointed support-strength in this case is gotten by means of being connect-supported by these anchors.
This matter does a diameter and a strength of each anchor for common type.
Then, this matter solves the above-mentioned theme that a diameter and a strength of each anchor do for common type.
From the above-mentioned, this system can set a certain anchor position, and a certain type of a diameter and a strength of each anchor. In addition to that, this system, guarantees the flexibility of its form, its position, its structure and material in secondary structures, and then makes a certain support possible.
This system, also solves the following problem and is effective. At a bad construction of a primary structure, receptacles and an intermediate structure or inter-structural members have a function as an adjustment members in case that a large difference occurred in a connective position between an anchor and secondary structures. Further, their members prevents the bent of secondary structure by means of the bad construction of a primary structure, and enhances also precise construction of secondary structures. Further, 'post-construction set up type anchor' becomes general for the flexibility of secondary members. But, this anchor type has an unstablement of a connective support-strength of a secondary bearing members. This anchor type, had a problem of a strength depression of a primary structure, and had a problem of the civil law and the division possession law, because of wounding a primary structure.
The initial set up type anchor which solves these problems and enhance an anchor performance, had a problem in a free extent of secondary members, and restricted a free range of secondary members in the anchor position.
This system solves the both problems. Uses of initial set up type anchors are enlarged by this system.
This system can set up insulation in each connecting between an anchor and receptacles and an inter-structural members and secondary members, and can enhance the isolation and sound insulation of secondary structures for that reason.
Also, this system, can set up an isolator system of a seismic isolator or the likein this each connecting. Therefore, this system can deduce a seismic force to secondary structures, and can also deduce the stress to a primary structure created by it.
From the above-mentioned, this system guarantees the flexibility of the form, the position, the structure and material of secondary structures. This system, supports and connects each members certainly, and enhances the quality of the fix strength to a primary structure and the durability performance of an anchor, and solves the problem of a strength depression of a primary structure, and solves the problems of the civil law and the division possession law.

(2) The method to set up secondary bearing member

The method that is set up the secondary bearing members (main column, main beam, and main slab) composed secondary structures to a primary structure is expressed afterwards.
FIGS. 1 through 94-2, show the case that steel lineage materials are used as receptacles (12), intermediate structure or inter-structural members (13), and secondary bearing members (B-1). FIGS. 13 through 80 show the detail in the method of their setting up. FIGS. 81 through 85-3, show the case that PC beam, PC board, and ALC board is used as secondary bearing members (B-1). FIG. 81 shows the method setting up of ALC board. FIGS. 82 through 85-3 show the method setting up of PC board and PC beam. FIGS. 84-1 through 85-3 show the details of their setting up. FIGS. 84-1 through 84-3 shows the details of the setting up by receptacles (12) of angle in an anchor position. FIGS. 85-1 through 85-3 show the case that is used receptacles (12) of a band steel and an intermediate structure or interstructural members (13) of angle, for secondary members gets out of an anchor position.
FIGS. 95 through 112-2 show the case that a wooden lineage material is used as secondary bearing members (B-1). Materials of steel lineage end wooden lineageas is used as receptacles (12) and intermediate structure or inter-structural members (13) in this case. In these FIGS., FIGS. 95, 96, 96-1, 96-3, 96-5, 96-7, 96-9, 96-11, 96-14, and FIGS. 97 through 103, show the case of conventional built of wood, and FIGS. 98 through 103 show the setting up details. And FIGS. 96-2, 96-4, 96-6, 96-8, 96-10, 96-12, 96-15, and FIGS. 104 through 110-2, shows the case of built of wood 2 x 4, and FIGS. 108-1 through 108-6, FIG. 110-1, and FIG. 110-2 show their setting up details. FIGS. 111 through 112-2 show the case of wooden panel building system, and FIG. 112-1 and FIG. 112-2 show the setting up details.
In these FIGS. secondary bearing members (B-1) or the 'flex supporting connection members' is set up at an anchor for secondary bearing members (6-1), and 'wooden or wooden-like light secondary bearing members' is sat up at either an anchor for secondary bearing members (6-1) or a combined using anchor for secondary bearing and nonbearing member(6-3). Like the above-mentioned, 'flex supporting connection members' play an important part for the sake of setting up secondary bearing members (B-1).
Next, the explanation of an anchor for a secondary bearing members receptacles and an anchor for a secondary bearing members intermediate structure/ an inter-structural members, is expressed.

1) Outline of 'flex supporting connection member' for secondary bearing member

Regarding secondary bearing members, 'flex supporting connection members', have the function to transmit the load of secondary bearing members to columns and beams of a primary structure by 'supporting system of secondary bearing member by primary column and beam', and has a function of a support connective adjustment between a secondary bearing members and an anchor.
An intermediate structure has the fundamental part to transmit secondary structures load to columns and beams of a primary structure, and is an indispensable element in the 'supporting system of secondary bearing member by primary column and beam'. A support connective adjustment has three cases.
In short, adjustment of position is a necessary case because secondary members gets out of a module of an anchor position, adjustment of loads is a necessary case because secondary members exceeds a support-strength of an anchor, and material adjustment is a necessary case because a material of secondary members is improper for a supporting and connecting. Intermediate structures are important especially for adjustment of position and material adjustment in these cases.
Receptacles are necessary in their all cases.

2) Embodiments of receptacle for secondary bearing member

Like the above mentioned, receptacles (12) is set in the position where it is supported by some anchors, and it supports secondary structure (B), intermediate structure, and inter-structural members (13). Secondary structure (B) and intermediate structure or inter-structural members (13) are set up at these receptacles (12), and this receptacles are set up at the above-mentioned anchor., by the above-mentioned for receptacles (12), with secondary structure (B) and secondary members and intermediate structure or inter-structural members (13) anchor-and of grind it of a position adjust, secondary structure (B) and intermediate structure or inter-structural members (13) are set up at these receptacles (12), and this receptacles is set up at an above-mentioned anchor. Like the above-mentioned, receptacles (12) adjust the anchor position's distance of secondary members and intermediate structure or inter-structural members (13), and makes connective mutual support of their members possible (see FIGS. 2, 3, 5, 6, 8, 9, 11, and 12). In case that a support-strength isn't got by one and two anchors in order to support secondary members, this receptacles strides across three or four anchors, support them, and get their appointed support-strength.
Simultaneously, this receptacles solves the theme to make the difinite type of the above-mentioned anchor diameter and strength. Further, in case that secondary members, an intermediate structure or inter-structural members are materials (for example; a wooden lineage material) except a steel lineage material, receptacles can connect and support them to primary structure certainly.
A receptacles (12) is formed from band steel, angle, channel, H section or I section or the like, and is formed largely enough to support secondary structure (B) and intermediate structure or inter-structural members (13). Its role is same with an anchor for a secondary nonbearing members receptacle. A receptacle for secondary bearing members has a variation of its shape. Hereinafter, this matter is concretely expressed.
According to the position to set a secondary bearing members (B-1), secondary structure (B), intermediate structure or inter-structural members (13), receptacles (12) is set up at upper sides, lower sides, or lateral sides at column (1), beam (2) or wall (3) in a primary structure (A).
Then, according to the position to set up secondary structure (B) and intermediate structure or inter-structural members 13, receptacles (12) becomes a various shape (see FIGS. 13 through 28). Receptacles (12), which is formed from channel section and I section and H section steel and wooden quality materials or the like, by loading of secondary bearing members (B-1), secondary structures (B), and by a size of a dead load, is used properly (see FIGS. 15, 16, 19, 20, 27, 28, and FIGS. 104 through 112-2), and each receptacles (12), in response to sizes of the secondary bearing members (B-1), secondary structure (B), intermediate structure, inter-structural members (13) to support this, is formed as being large enough to correspond to them, and it is formed to a size and a shape covering necessary numbers of anchors (necessary welding length and anchors area in case of welding) to get enough anchor strength. Still, receptacles (12) may be a bracket form having margins of secondary bearing members (B-1), secondary structure (B), intermediate structure or inter-structural members (13) to connect them. Receptacles (12), formed like this, are connected to intermediate structure or inter-structural members (13), or to secondary bearing members (B-1) and secondary structures B with bolts, nuts or by welding. Receptacles (12) is suit to the appointed position of sides, top or bottom of column (1), beam (2), wall (3) of a primary structure (A), is being fixed whether by conneting anchor nuts and cap nuts (8) from several anchor hole (6) to fixed bolts (10), or by connecting anchor bolts (7) to fixed nuts (9).
Then, in case that an anchor frame (5) is setup being exposed, at the surface of these members, receptacles (12) is suit on the anchor frame (5) directly, and is being fixed by conneting whether anchor nuts and cap nuts (8) from penetration hole to fixed bolts (10), or anchor bolts (7) to fixed nuts (9).
In FIGS. 48 through 53, a method of fixing receptacles (12), which is that several anchor bolts (7) are set at the surface of an anchor frame (5) with an interval, and receptacles (12) are set to the anchor bolts (7) by fixed nuts (9), is shown.
The next, is the embodiment of a case of welding a receptacle to an anchor frame.
FIGS. 54 through 56-4 show a method of fixing receptacles (12) on the anchor frame (5) by welding, and the method of fixing anchor frame (5) to a primary structure (A) is to set anchorage steel or the like on anchor frame (5) and to weld this anchorage steel on reinforcing steel in concrete of a primary structure, and another method of fixing anchor frame (5) is that, first, setting anchor frame fixed anchor bolts (15) on skeleton surface of a primary structure (A), and then fixing anchor frame (5) on the anchor frame fixed anchor bolts (15) by anchor frame fixed nuts (17), and some other method is fixing anchor frame (5) to anchor frame fixed nuts or cap nuts (14) by anchor frame fixed bolts (16).
This method makes it possible to exchange and repair anchor nuts, cap nuts, and an anchor frame which have become useless as mentioned above, also to exchange an anchor frame and an anchor bolts to what respond to a structure form of a secondary bearing members (B-1) and secondary structures B, and in case that receptacles (12) are welded to anchor frame (5), this method makes it easier to take off a secondary bearing members (B-1) and secondary structures B. In case of a condominium building, this method solves a problem of accession and manufacturing of the civil law by monopolizing, anchor frame (5) and anchor frame fixed nuts (17) and even anchor frame fixed bolts (16).
It is possible to weld intermediate structure or inter-structural members (13) or a secondary members and secondary structure (B) on anchor frame (5) directly, not with receptacles (12) but with anchor frames type ( including what is with anchor nuts or anchor bolts ) that is set on the concrete surface of a primary structure (A) mentioned above. As mentioned above In ' a welding business anchor system, in the case that an anchor frame is fixed by anchor frame fixed business anchor frame (14), (15), anchor frames are thought doing a role of receptacles.
For other methods of fixing receptacles (12), fixing it with nuts on anchor bolts which are in the concrete, or fixing it with bolts on cap nuts which are in the concrete also.
Further, as other method, first, setting anchor frames (5) on the concrete surface with anchor bolts (7), anchor nuts or cap nuts (8), and then fixing receptacles (12) with the bolts or nuts which are set on the anchor frames (5), or welding it to the anchor frames (5) directly.
Also there is another method ( in this case anchor frames are thought doing a role of receptacles ) that intrermediate structure, inter-structural members (13) or secondary structure (B) is fixed directly with bolts and nuts or is welded to the anchor frames, not using any receptacles.
Further, even if an anchor frame with anchor nuts or one with anchor bolts has been set on the concrete surface, receptacles (12) can be welded directly to an anchor frames not being by means of this anchor nuts or anchor bolts.
FIGS. 71 through 77 show the case that columns (1) and beams (2) of a primary structure (A) have been composed of steel frame materials. In these cases, receptacles (12) are fixed, with fixed bolts (10) and fixed nuts (9) on the penetration holes which have been set up with an intervalon on upper sides, lower sides, or lateral sides of columns (1) and beams (2), on the penetration holes which have been set up with an interval, or, it's fixed with fixed bolts (10) on the anchors that have welded anchor nuts or cap nuts on penetration holes( see FIGS. 71 through 74 ). Receptacles (12) are fixed with fixed nuts (10) on anchor bolts (7) that have been set on the surface of columns (1) and beams (2), further it's welded directry to columns (1) and beams (2). (see FIGS. 75 through 77).
FIGS. 78 through 80, show the case that columns (1), beam (2) and wall (3) of a primary structure (A) have been composed of steel frame reinforcing steel concrete. Receptacles (12) are fixed on anchor nuts or on cap nuts (8) by connecting fixed bolts (10),or it's fixed on anchor bolts (7) with fixed nuts (9). Also, FIGS. 97 through 112-2, show the case that secondary bearing members (B-1) is of wooden quality materials, and it is almost the same with the case of steels frames lineage mentioned above.
FIGS. 97 through 103, show a conventional wooden case, FIGS. 104 through 110-2 show 2 x 4 case, and FIGS. 111 through 112-2 show a case of wooden panel building system.
FIGS. 98 through 100, 104 through 107, 108-4 through 108-6, show the case that secondary bearing members (B-1) is beam, and FIG. 101, 102, 104 through 107, 108-1 through 108-3, 109 through 112-2, show the case that secondary bearing members (B-1) is column.
As receptacles a connective metal utensil on 2 x 4 used, metal utensil composed of band steel, band steel and wooden quality materials or the like, is used. These are the cases that it is connected to an anchor (cap nuts type) with bolt. Also, with secondary bearing members (B-1) and receptacles (12), there is one case of their connection by means of an inter-structural members, and there is another case of direct connection, connection with them, is a bolts connection and a nail connection.
In FIGS. 35, 41, and 42, in case that a support-strength isn't gotten to support a secondary members by one or two anchors, the method that receptacles support a secondary members, covering three or four anchors and got an appointed support-strength is shown. As mentioned above such a method solves the problem to settle an anchor diameter and a support-strength.
FIGS. 23 through 24, show the method of the support-strength adjustment, and the method of supporting secondary members in the case that anchors aren't on corner division.
Like this, in case that receptacles are set up on an anchor frames, with anchor bolts and anchor nuts and cap nuts etc or in case that even if receptacles are welded, an exchange of anchor frames (5) is possible by fixing with bolts or nuts, taking away of receptacles (12) is free, and also changing secondary structures (B) in future becomes flexibe.
In case of a condominium building, a connective system of like bolts and nuts has to the problem. In case of welding as mentioned avbove, monopolizing anchor frames (5) and bolt fixed anchor frames (or anchor frames fixed nuts) solve the problem of accession and manufacturing of the civil law also.
FIG. 130-3 shows a method of an adjustment of

leveling between a concrete side of a primary structure (A) and receptacles. this FIG. shows an example that pouring nonshrinkage mortar grout matepials (21-2) etc between the concrete side and the receptacles adjusts

leveling and makes a certain connection possible. Such a method is not necessary in case that a superficial anchor frame is in use.
It is convenient to use 'the anchor hole system' am exaplined in anchor details, regarding

minute size adjustment of anchors and receptacles. If a superficial anchor frames is in use, such a problem doesn't occur.

3) Embodiments of intermediate structure or inter-structural member for secondary bearing member

The role of intermediate structure or inter-structural member for secondary bearing member is like the following.
In 'supporting system of secondary bearing member by primary column and beam', intermediate structures or inter-structural members have the role to transmit a load of secondary bearing members (B-1) to a columns and beams of a primary structure. Some other time, in case that the position between secondary bearing members (B-1), secondary structures B and anchors is remarkably displaced and that it is impossible to set up secondary bearing members (B-1) or secondary structures (B) directly ( though adjustment

of minute size is possible at receptacles (12), in case that it's impossible ), some other time in case that secondary bearing members (B-1), columns etc, is not of a primary structure (A), intermediate structure or inter-structural members (13), have a role to do a large position adjustment doing the middle load transmission and middle supporting connection to anchor positions. Also, an intermediate structure or inter-structural members (13), have the role to support or connect secondary bearing members (B-1) and secondary structures (B) of the free form and quality of the material, to a primary structure (A) certainly. That's because intermediate structure or inter-structural members (13), support secondary bearing members (B-1) and secondary structures (B) of the free form and quality of the material and convert the structure material to a material of a steel frame ( lineage ) ( FIGS. 43 through 47 ) and make it possible to connect it to receptacles (12). Further, in case that the strength to support secondary members isn't gotten, by one or two anchors, the intermediate structure or inter-structural members, or covering three or four anchors, support a secondary members, make it possible to get appointed support-strength and solve the problem to settle anchor diameters and a support-strength mentioned above.
Here in after, the embodiment is concretely expressed.

1. Steel frame lineage and PC lineage.

For intermediate structure or inter-structural members (13), material of a steel frame lineage, H section steel, I section, channel, band steel, angle, truss members or wooden quality lineage material or the like is used. Even if it's composed of precast concrete, as long as a margin is composed of a material of steel frames, and the form and the material are ready to connect it to receptacles, it is available, as intermediate structure or inter-structural members. Intermediate structure or inter-structural members (13) are composed suitably using properly the above-mentioned material.
FIGS. 13 through 16, 29, 34, 35, 48, 49, 54, 55, 71, 72, 75, and 78, show the embodiments of intermediate structure or inter-structural members (13), made of H section steel, supporting secondary bearing members (B-1) composed of the columns and the beams or the like of a steel frame lineage or the like, and show the method to transmit loads of secondary bearing members (B-1) to columns and beams of a primary structure by 'supporting system of secondary bearing member by primary column and beam'.
FIGS. 43 through 47 show the embodiment that secondary structure (B) is (composed) of wall style structure that is by means of PC and a new ceramics material, and then secondary bearing wall of the PC and a new ceramics material is connected to a primary structure (A) by means of middle supporting connection of intermediate structure or inter-structural members (13). Also they show role of intermediate structure or inter-structural members (13) when it is difficult to connect directly to a primary structure (A).
In FIGS. 44 through 47 show connective section details of intermediate structure or inter-structural members (13) with PC and a new ceramics or the like secondary bearing wall, and connective section details of a primary structure (A) with intermediate structure or inter-structural members (13).

2. Wooden quality lineage

Also, FIGS. 97 through 112-2 show the case that secondary bearing members (B-1) is of wooden quality materials, and is almost the same with the case of a steel frame lineage mentioned above. FIGS. 97 through 103 are a conventional wooden case FIGS. 104 through 110-2 show cases of 2 x 4. FIGS. 111 through 112-2 show cases of wooden panel building system.
Soon, FIGS. 97, 104, 106, 108-2 through 108-3, 109 through 112-2, show the case doing middle supporting connection to columns (1) of secondary bearing members (B-1) by intermediate structure or inter-structural members (13).
FIGS. 103, show the connecting details of intermediate structure or inter-structural members (13), with a primary structure (A) in FIG. 97. In each case intermediate structure or inter-structural members (13), use wooden quality materials.
FIGS. 100, 104, 105, 108-4, and 108-6, show the case of doing middle supporting connection to beams of secondary bearing members (B-1), by intermediate structure or inter-structural members (13). Intermediate structure or inter-structural members (13), use band steels in FIG. 104 and FIG. 105 and use wooden quality materials, in other FIGS. Both are connected to receptacles by bolts, welding or striking nails.
Also, it is connected to secondary bearing members (B-1), by bolts and nails.

(3) Method of setting up secondary nonbearing members

For the next, a method of setting up secondary nonbearing members like external wall, partition, doors and windows frame, a furring strip or the like to a primary structure setting up method is expressed. FIGS. 132 through 158, and 188, show a method of setting up external wall or the like, FIGS. 159 through 165, show a method of setting up a partition or the like.
FIGS. 166 through 182, and 189, show a method of setting up an outside window frame or the like, and FIGS. 183 through 185 show a method of setting up outside door or the like FIGS. 186 through 187 show a method of setting up wooden doors and windows or the like. FIG. 190 show a method of setting up hand grinding or the like, and FIGS. 191 through 193, show a method of setting up secondary nonbearing members (B-2) like weight machine or the like of air-conditioning unit or the like.
In these FIGS. secondary nonbearing members (B-2) and its 'flex supporting connection members' are set up to anchors for secondary nonbearing members (6-2).
Of course, it'also possible to set up these by anchors of an upper rank, like anchors (6-1) which is used for secondary bearing capacity members (6-1), anchor (6-3) which is used for both secondary bearing and nonbearing members. Because if the position is piled up upper rank anchors (whose support-strength is large) takes a priority in setting up anchors.
As the above-mentioned, for 'flex supporting connection members' play an important role also in a method of setting up secondary nonbearing members. An explanation is done distinctly dividing a secondary nonboaring members hereinafter.

1) Outline of 'flex supporting connection' used for secondary nonbearing members.

As for secondary nonbearing members, a role of 'flex supporting connection' is to adjust a supporting connection of both anchors and secondary nonbearing members. Adjustiment of supporting connection are devided into these cases, a case in need of adjustment of its position as secondary members supporting connection position isn't right on the module of anchors, a case in need of adjustment because of its too much strength, and a case in need of material adjustment as the supporting connection isn't appropriate as for materials. As for secondary nonbearing members, there are especially two roles, of a material adjustment with a position adjustment especially.
In case of adopting 450 x 900 pitch for anchors for secondary nonboaring member, secondary nonbearing members receptacles. Like in FIGS. 132 through 205, good at a band steel in almost a case. Further, if adopting this anchors interval, you can use common members in almost any case, no matter if secondart nonbearing members are different from external wall, outside interior doors and windows, interior partition, a furring strip and a wall in materials and use. For the next, as for secondary nonbearing member inter-structural members, mainly wooden quality lineage material and band steel or angle are used like FIGS. 132 through 205, when you consider secondary nonbearing members (B-2) like external wall, boudary wall, partition, doors, and windows.
For example, FIGS. 132 through 148, 155 through 158 show cases of fixing external wall and boundary wall or the like made of ALC or the like, by inter-structural members made of angle.
FIGS. 150 through 154 show case of fixing external wall and boundart wall or the like made of partitions made of concrete block and brick or the like by inter-structural members (13) made of angle. FIGS. 159 through 165 show cases of fixing partitions made of wooden quality materials or lightness iron by nter-structural members (13) made of band steel or wooden quality materials. Further, FIGS. 166 through 185 show cases of fixing a doors and a windows frame, by inter-structural members (13) made of band steel. FIGS. 186 and 187 show cases of fixing doors and window frames, wooden quality materials, by inter-structural members (13) wooden quality materials.
From the above-mentioned, as for secondary nonbearing members also, no matter if secondary nonbearing members are diffent from external wall, boundary wall, outside interior doors and windows, interior partition furring strip and a wall, in materials and use, you can use common members for inter-structural members if you chowse the anchor interval as above mentioned.

2) Embodiments of 'flex supporting connection' for secondary nonbearing members.

1. Method of setting up an external wall, boundary wall and partition.

In FIGS. 132 through 165 among these, show a method of setting up the external wall, boundary wall and partition (23) by means of ALC board or the like.
Among these FIGS., FIGS. 132 through 149 show external wall, boundary wall and partition (23) that are composed setting up the slab (4) upper and lower sides or plural receptacles (12) made of band steel to beam (2) by fixing with bolts to anchors in definite interval, setting up inter-structural members (13) made of angle to this receptacles (12) by welding or fixing with bolts, and by

setting plural ALC board between upper and lower sides of inter-structural members (13). FIGS. 139 through 144 show a case of setting up receptacles (12) made of angle to upper and lower slab (4) or beam (2) by bolting, and setting up ALC board directly to receptacles (12). Other compositions are almost the same as the case using inter-structural members (13). FIGS. 145 through 149, show a case of giving a finish, and FIG. 148, 149 show a case of giving a suitable finish for both sides of external wall, boundary wall and partition (23), each is based on embodiment of
FIGS. 150 through 154, show a case of using band steels for receptacles (12) and inter-structural members (13), and making external wall and boundary walls and partitions (23) composed of plural concrete block or brick equally (24). In cases above-mentioned, they're planned to be one body with a primary structure (A) by setting reinforcing steel (25) in concrete block and brick equally (24) as many as they need, and by hardly welding its upper end and lower end to inter-structural members (13).
FIGS. 154 show a case of setting reinforcing steel (25) directly to receptacles (12) without using inter-structural members (13) in FIGS. 150 through 153. Other compositions are almost the same as embodiments in FIGS. 150 through 153.
FIGS. 155 through 166 are embodiments of cases when walls are PC boards and FIGS. 157 through 158 are embodiments of cases of when walls are GRC boards, FIGS. 159 through 165 show methods of setting up an external wail and boundary wall and partition by means of panels made of wooden quality lineage or the like.
In these FIGS. 159 through 164 show a case of using wooden quality lineage material for receptacles (12) and inter-structural members (13) and FIG. 165 show a case of using light steel frame lineage material. FIGS. 159 through 165 show cases of setting up receptacles (12) made of vertical slab (4) and band steel or wooden quality lineage material to anchors in definite interval, by bolting, setting up inter-structural members (13) made of wooden quality lineage material to this receptacles (12) by volting, constructing axis class (29) used for partition, in this vertical inter-structural members (13), setting up used for its foundation to both sides of framework (29) used for partition, and external wall, boundary wall and partition (23) given finishing materials on this panels used for foundation.
In these FIGS., FIGS. 159, 160, 163, and 164 show cases whose receptacles (12) are composed of band steels, and FIGS. 161 and 162 show cases whose receptacles (12) are composed of a members of a wooden quality lineage. FIG. 165 show a case of using metal type materials instead of wooden quality lineage materials, considering fire prevention of inter-structural members (13) and framework (29) used for partition.

2. Method of setting doors and windows frame

FIGS. 166 through 187 show a method of setting up a doors and a windows frame.
This of, these FIGS.show a case of setting up, in definite interval, plural receptacles (12) made of band steel to vertical slab (4) or beam (2) anchors, by bolting, a case of setting up inter-structural members (13) to made of band steels to those receptacles (12) by welding or bolting, a case of setting up doors and windows frame (31) to these inter-structural members (13), by welding or using, subsidy material or the like.
Squint FIG. 168-1 and 170, or sectional diagram FIG. 172 with FIG. 173, both are different in vertical position of receptacles (12) and inter-structural members (13) each other. In FIG. 170 and FIG. 173, inter-structural members (13) is between receptacles (12) and primary structure (A) which makes fixing of inter-structural members (13) easier.
Like in FIG. 168-1 and 172, it's hard to connect receptacles (12) with inter-structural members (13) considering their vertical relation, that inter-structural members (13) will be on the receptacles (12) because concrete side is desolate for its bad construction, and they two don't compose the same plane even if in the case they're parallel which makes inter-structural members (13) float above receptacles.
Like in FIG. 170 and FIG. 173, if you set inter-structural members (13) between receptacles (12) and primary structure (A), and clip it by anchors, it'll be possible to fix it and the problem also, and

creaky joint will be solved methods of connecting receptacles (12), and inter-structural members (13) (both above mentioned) are welding or bolts connectioning.
FIG. 179 shows a case of setting inter-structural members (13) made of band steel or the like instead of inter-structural members (13) made of angle steel in FIG. 136, and a case of setting doors and windows frame (31), instead of an external wall and boundary wall. FIGS. 183 through 185 show a detail of setting up doors made of steel. FIGS. 186 and 187 show a detail of setting up wooden doors and windows.

3. A method of setting up outside and interior furring strip.

FIGS. 145 through 149, 163 through 165, 175, 178, 179, 181, 182, and 185, show the details of setting up external walls, boundary walls, partitions, walls of both inside and outside of doors and windows, floors and furring strips of ceiling.
As expressed in the case of setting an anchor for secondary nonbearing members, if the anchor arrangement for secondary nonbearing members is unified to fit for general furring strip by using the same dimentions, the same anchor can be used also for furring strip of wall of an inside and outside, floor and ceiling. Like embodiment FIGS. above, a furring strip fits beautifully, for there isn't displacemento fo an anchor from a furring strip, a finishing pocket also will be the same size as a general finish foundation, and that makes 'flex supporting connection members' settle in the pocket.
The method of setting up an anchor for secondary nonbearing members mentioned above (adopting 450 x 900 (about) pitch) has a merit also in this point, so it may be said to be superior system.

4. Method of setting up heavy members to walls.

FIGS. 191 through 193 show the method of setting up heavy members to walls, and they also show the fact that heavy machines like air-conditioning unit or the like can be set up to walls freely, by follow the same direction.

5. Variation of external walls at the top of balconies.

FIGS. 188 through 190 are embodiments in a case of anchors are set in a definite position, to show the methods of setting up external wall (23) at a margin of a balcony, window frame (31), coping (32), and handrail (33) and coping (32), are set up in the same way as secondary nonbearing members (B-2) of partition or the like which is mentioned above. In short, grind a handrails (33) and coping (32) are set up by fastening inter-structural members (13) made of band steel with bolts to an anchor, and to inter-structural members (13) by welding or fastening by bolts.
FIG. 189 shows the case of setting up inter-structural members (13) made of band steel, instead of setting up inter-structural members (13) made of angle steel in FIG. 188, and the case of setting up doors and windows frame (31) instead of partitions. Like cases above, it is possible to set up an external walls, outside doors and windows, coping and a handrails by using the same anchor. It is also applicable in case of using receptacles and middle taking member, when displacement of the anchors occur.

6. Conclusion.

As mentioned above, considering about setting up of secondary nonbearing members to a primary structure, the common anchors, same strength, same diameter and same position, can be applied for external wall, boundary wall, outside interior doors and windows, interior partition, in spite of differences of materials and uses, and also receptacles and inter-structural members can be common in most cases.
Further more, in case adopting 450 x 900 (nearly) pitch for anchor interval for secondary nonbearing members, to be an inter-structural member span 900 (nearly), receptacle span 450 (nearly), diameter of an anchor can be common 9φ (nearly), receptacles and inter-structural members, a band steel 50 x 6 (nearly) with the angle steel 65 x 65 (nearly) (except for outside doors and windows frame upper part connective materials 50 x 9 (nearly)) can be used. In addition, like FIGS. 147 through 149, 163 through 165, 175, 178, 179, 181, 182, and 185, it's needless to mention, but by applying the method it's also possible to make floor and ceiling a board finish and to set up heat insulator for thermal purpose and setting up partition and a doors and a windows frame as in the same way used in conventional method.

(4) Method of setting up wooden or the like lightness secondary bearing members.

. When using an anchor for secondary bearing and an anchor for nonbearing member(6-3), a method of setting up wooden or the like lightness secondary bearing members and 'the flex supporting connection members' to this anchor is the same as or like the method of setting up secondary bearing members mentioned above. And also, a method of setting up secondary nonbearing members and 'the flex supporting connection members' to this anchor is the same as, or like the method of setting up secondary nonbearing members mentioned above.

(5) Method of setting up secondary light-weight members.

Further, the anchor of 'post-construction setup type' of 'type setting up extent of anchor at initial construction' is convenient for use, in the method of setting up secondary light-weight members like finish, furring strip, baseboard, ceiling rotating, and hat hanging edge or the like to a primary structure. But of course, 'there's also a method of setting up an interval anchor to a primary structure like secondary nonbearing members, and a method of making an anchor for secondary nonbearing members for both use. (supporting connection on the position decided freely in these cases is done by 'flex supporting connection'.)
FIG. 131-1 shows an anchor system of 'type setting up extent of anchor at initial construction' and 'post-construction setup type'. This is the system that sets 'extent for setting freely anchors in post-construction '(36) at the position no influence in bearing capacity occurs where on placing of reinforcement or the like of reinforcing steel of the primary structure, or at the position or at the part where increase volume of concreteis given when constructing the primary structure in order not to make any problem in bearing capacity, so that each user can set up anchors freely in this part and the extent (from a surface of concrete to a dotted line in the FIG.) after construction and in future.
And also, in case of condominium building or the like an owner of primary structure is different from that of secondary structures, the problems about accession and manufacturing in civil law will be solved if the part or the extent is determined by rule as a monopoly part.
FIG. 131-2, shows a method of burying wooden brick according a module decided befor construction, and fixing light-weight members by striking a nail freely to it or fastening with screws when setting up. The module of a wooden brick can be almost the same as the anchor arrangement for secondary nonbearing members in position, and there's also a method in a smaller, intervals. About the size of a wooden brick, it can be said, the larger, the freer, as far as it can be set up to concrete.
FIG. 131-3, shows the method of getting up anchors of nylon-plugs or the like by deciding modules when construction initial or after construction, and fixing the secondary light-weight members by fastening the anchor or screws when setting up secondary light-weight members. The module of this anchor can be almost the same as anchor for secondary nonbearing members, and there's also a method to make the interval smaller. Therefore, secondary light-weight members are set up in the extent mentioned above by an anchor for secondary light-weight members that was set up before, but of course, it's also possible to set it up by an upper rank anchor like anchor for secondary bearing members (6-1), or anchor for both secondary bearing and nonbearing members (6-3), both use anchor for secondary nonbearing members (6-2). Because in setting up anchors, upper rank anchors (whose support-strength is larger) has priority in case possition of anchors are overlaped.

(6) Method piping setting up piping equipment.

Either anchor for secondary nonbearing members (6-2) or anchor for secondary light-weight members (6-3) is available to fix supply pipe (water supply, gas, electric or the like), drainage pipe (dirty water, rough drainage, rainy drainage), or the like of an equipment. In FIG. 210-1, a embodiment case is shown that receptacles (12) are set up to anchors for secondary nonbearing members or anchors for secondary light-weight members on a slab (4), and the support system for the drainage pipe are set up to adjust a horizontal level, and slope needed, by flexibile position of the receptacles (12).
FIG. 210-2 shows an example to set up a drainage pipe or the like to the slab where a waterproof layer is donated.
In this FIG. the method of setting up concrete board, a kind of putting foundation of a small scale, on to a flexible position of the slab (4) where waterproof layer is donated is shown. And to set equipment pipe to this concrete board by setting members as it is expressed at a waterproofing system of secondary light-weight members supporting connection. This system is available not only on waterproof layer, but also on general slab.
In both cases, the flexibility on horizontal position and leveling position of equipment pipings are guaranteed.
FIGS. 211-1 and 211-1 show the whole system of constructing the equipment piping. FIG. 211-1 shows a rough drainage and dirty water, and FIG. 211-2, shows the state of a rainy drainage.
Though mentioned later in detail, in these FIGS., it's showed a drainage from a flexibile position is possible with the adoption of a primary structure with a semi-reversed-beam form and a drainage piping method whithout passing through a beam, reducing the story height.

(7) Leveling adjustment and subtle size dislocation adjustment.

FIGS. 130-3, 130-5 and 130-6 show a method of the leveling adjustment between the concrete surface of a primary structure (A) and a receptacle (12). FIGS. 130-3 and 130-5 are the embodiments to pour non-shrinkage mortar grout materials (21-2) between the concrete side and a receptacle to adjust the leveling. FIG. 130-6 is the embodiment to insert insulation such as isolation rubber (21-1) between the concrete and a receptacle to fix it with fixing bolts. In any cases the certain connection strength is obtained. FIG. 130-3 is an embodiment of the leveling adjustment with secondary bearing members, and FIGS. 130-5 and 130-6 are embodiments of the leveling adjustment with secondary non-bearing members. The leveling adjustment with secondary non-bearing members shown in FIGS. 163 through 165 is settled by wedges of wooden materials, mortar or the like.
It is convenient to adjust by 'anchor hole system' explained at above-mentioned chapter of 'anchor details' concerning the subtle size adjustment between anchors and a receptacle, but anchors for secondary non-bearing members are not needed such precise size adjustment as anchors for secondary bearing members. For the precise anchor position is highly required for the connection of secondary bearing members as it is severely restricted to take clearance to the anchor penetrating caliber of receptacles etc. because of the problem on reducing the support-strength, on the other hand, it is less restricted to take clearance to the anchor penetrating caliber of receptacles for secondary non-bearing members etc..
Therefore, regarding anchor for secondary non-bearing members, the constructional size error at the anchor position can be offset, by boring ellipse type holes or taking clearance to the bolts penetrating caliber at each connection between anchors and a receptacle (12) and an intermediate structure/ an inter-structural member (13) and a secondary structure (B), and by putting washers or bearing pressure boards (11) or the like at the connection in FIG. 168-2.

(8) And so on.

In a case that a secondary members position nearly contacts with an anchor, it is possible to set up its secondary members for receptacles (12) directly without intermediate structure or inter-structural members (13) by adjustment of forms and position of receptacles (12). (see FIGS. 13 through 80, 139 through 144, 154, 156, 158, 188 through 190.)
Complicated forms of an anchor and receptacles (12), receptacles (12) and intermediate structure, and inter-structural members (13) and secondary structure (B) can be connected fixelly and by pin, by a connective number of copies, connective method, and connective form, and are available to select advantageble connective method as necessity.
Furthermore, it enables secondary members and secondary structure (B) have isolation, sound insulation and seismic isolation to set up to this connective part insulation (21) (see FIGS. 21, 22, 27, 28, and 130-6) and seismic isolator (22). (see FIGS. 88-1 through 88-3)
By the way, in any above-mentioned embodiment, unused anchor holes can be defended from a rainwater invasion and be planned improvement in durability if you close sealing materials and plastic materials filled.
Above-mentioned method, is also available to 'primary dependence type secondary structure' or 'a primary self-support type secondary structure'.
By a method and a composition above-mentioned, there is also a case that secondary members are directly supported and connected to receptacles (12). Then, secondary members can be supported and connected certainly to a primary structure (A) by making receptacles (12), intermediate structure or inter-structural members (13) and intermediate structure, and can guaranteed flexibility of secondary structures (B) and used materials when by form of structures, forms and materials of secondary structures (B), secondary members aren't suitable to be directly connected to a primary structure (A).

· Secondary members supporting connection waterproofing system on waterproof layer.

Next, the method of supporting connection of secondary members on a waterproof layer in the case of a waterproof countermeasure is expressed hereinafter. The methods of solving this problem are explained as to a secondary bearing members, secondary nonbearing members, supporting connection system of a secondary light-weight members respectively. Secondary bearing members need a certain anchor, secondary light-weight members can be connected adhesively and secondary nonbearing members belongs to the in between. Thus, secondary bearing members can't omit an anchor and secondary light-weight members can. Then secondary nonbearing members can, by usiing the method of supportive connection to gain supportive strength.

(1)Waterproofing system of secondary bearing members supporting connection.

1) Waterproofing by means of 'supporting system of secondary bearing member by primary column and beam'.

The method of supporting connection concerning of a secondary bearing members on a waterproof layer is the difficult problem, that it's impossible to omit an anchor. By the way, when secondary members is set up at a waterproof point, a point with possibility of water leakage, is the connective point at an anchor on slab rather than the connective point at an anchor on a beam such as reversed beam and semi-reversed-beam of a primary structure. The method of solving this is 'supporting system of secondary bearing member by primary column and beam' to support on column or beam on and along beam without supporting on a slab. When you don't use this supportive method, you'll have a difficult problem about waterproofing, concerning secondary bearing members, not being able to solve it by a easy method like next mentioned putting basic method like secondary nonbearing members, from the problem about supportive and connective strength. Like this, considering it in view of a waterproofing problem, 'supporting system of secondary bearing member by primary column and beam' is still effective in a waterproofing.

(2) Waterproofing system of secondary nonbearing members supporting connection.

For the next, an anchor for secondary nonbearing members is the problem concerning a waterproof layer.
For a secondary nonbearing members has high frequency to be set up to a waterproof layer and is required to have the flexibility of the position and form.
Waterproofing system in supporting connection of secondary nonbearing members to a waterproof layer is comporsed of 1) 'Beam supporting system', 2) 'Putting foundation system', and the system to make it have support bearing capacity by connecting a primary structure to putting foundation with connective supportive members if necessary, and 3) 'Beam support and putting foundation system'. These three systems are advantageble solving systems to have little possibility of leakage of water and to put up secondary members at a flexible position, because they can omit the anchor for secondary members at the place where a waterproofing layer is set up, don't break waterproofing layer, and don't need the waterproofing of anchor and anchor itself.

1) 'Beam supporting system'

This system is the system to hang a beam of secondary members on beams of a primary structure (A), across and not to need the anchor on waterproofing layer to break waterproofing layer.
This system is, like FIG. 206-1, used like FIG. 206-1 in the case of not intending to set up an anchor on the slab from waterproofing, the slab for to have been donated a waterproofing layer of a intermediary layer and roof layer.

2) 'Putting foundation system'

When put up secondary member at a waterproofing position, a position to have the possibility of water leakage in the anchor position on a slab rather than an anchor position on beam such as a reversed beam and a semi-reversed-beam of a primary structure. The systems of supporting connection of secondary members at this part are 'Putting foundation system' and the system to make it have support bearing capacity by connecting a primary structure to this 'A putting foundation system with a secondary members' if necessary. These systems are advantageble solving systems not to break waterproofing layer, not to need waterproofing of an anchor or an anchor itself, not to need to worry about water leakage and to be able to set up secondary nonbearing members at a flexible position. FIGS. 198 through 200, show the case not to set up directly supplementary bloc of concrete and brick in embodiment of FIGS. 150 through 154 on slab (4), but to set up putting foundation (26) on slab (4), to set up reinforcing bloc (24) on putting foundation (26), and to compose a partition. In this case, there are the method to set up receptacles (12) of band steel on putting foundation (26), to fasten them with bolt to the anchor in this putting foundation and to weld reinforcing steel (25) to the receptacles (12) (see FIG. 198), the method to weld receptacles (12) of steel to anchor in putting foundation (26) and to weld it to reinforcing steel (25), too (see FIG. 199), or the method to anchor a lower edge of reinforcing steel (25) into putting foundation (26) (see FIG. 200). Other compositions are almot the same as embodiments of FIGS. 150 through 154.
Adoption of 'A putting foundation system' like this, enables us to prevent water leakage from the anchor on slab by breaking waterproofing layer (27), without breaking waterproofing layer (27) in the case of having waterproofing layer (27) on slab (4) of primary structure (A) and to prevent corrosion of anchor and receptacles perfectly. Then, a putting foundation is composed of concrete block, precast concrete block or striking concrete block.
FIGS. 194 through 197 show the external wall and boundary wall composed of panel (23) of PC board or ALC board instead of concrete block in embodiments of FIGS. 198 through 200.
FIGS. 204 through 206 show the case to fix putting foundation (26) of embodiments of FIGS. 194 through 201, to neighboring beam (2) for example, by horizontal support (28) of H steel and to donate finishing on a surface of an external wall, boundary wall or outside doors and windows, and other compositions are almost same as FIGS. 194 through 201.
FIGS. 201 through 203, and 205 show the case to set up doors and windows frame (31) instead of external wall, boundary wall or partition in embodiments of FIGS. 194 through 196, and 204. FIG. 202 shows the case not to fasten the plate on putting foundation to anchor with bolts, but to weld in embodiments of FIG. 201.
In either above-mentioned case, putting foundation (26) hase weigh and form to capable of bearing horizontal stress of earthquake and wind power to act on secondary nonbearing members (B-2). Lower part of putting foundation (26) and protecting layer of a waterproofing layer may be connected by adhesive materials.

3) 'Beam support + putting foundation system'.

This system is the system to make up for the defect of both above mentioned 'Putting foundation system' and 'Beam supporting system'. The 'Beam supporting system', method to hang the beam of secondary structures (B) on beams of primary structure (A) across can only make straight form. But, this method sets putting foundation on its yielding part, guarantees flexibility of secondary nonbearing members structure by support of secondary members when yielding beam halfway. In straight line parts, this method also and put putting foundation halfway contributes to make a beam and a beam height smaller. And, this makes firmer and more certain supporting connection possible then above-mentioned 'Putting foundation system'. Furthermore, like above-mentioned 'Putting foundation system', this enables bigger us to get bearing capacity by connecting of this beam or putting foundation to a primary structure by connective and supportive members.
FIGS. 206-1 through 206-3 are embodiments of a case that secondary nonbearing members (B-2) of external wall or outside doors and windows is set up on waterproofing layer, and both edges of a beam to supporting connect these secondary nonbearing members (B-2) are supported by and connected to a primary structure (A). This beam is supported by putting foundation (26) supported on waterproofing layer of a primary structure (A) in halfway of straight line parts or yielding parts of this beam. This putting foundation (26) has weights and forms to capable of bearing horizontal force of earthquake and wind power to act on this this secondary nonbearing members (B-2). A lowers part and protecting layer of a waterproofing layer, the putting foundation (26) can be connected by adhesive materials, too. This beam or putting foundation (26) and a primary structure (A) may be able to resist bigger horizontal power by supporting connection by horizontal support (28) of H steel. Then, FIG. 206-1, is the squint to show the whole, FIG. 206-2 is the details axonometric, and FIG. 206-3, is the details section. The above-mentioned waterproofing system of supporting connection of secondary nonbearing members can be used for secondary bearing members if it can get necessary supportive strength.

(3) Waterproofing system for supporting connection of secondary light-weight members.

Waterproofing system for supporting connection of secondary light-weight members on a waterproof layer, is done by the system to fix with weight, by adhesive building system, or by combined use of them, similar to 'putting foundation system' as mentioned above. By these systems, the flexibility setting up of secondary light-weight members is guaranteed and the cerntain supporting connection becomes possible as well, and as anchors which breaks a waterproof layer are not needed to be set, a waterproof layer is protected. FIG. 210-2 shows the embodiment of setting up of a secondary light-weight members; setting up of equipment piping on a waterproof layer. In this example, the equipment pipings is set up on a concrete plate which is a putting foundation of a small scale, by tools setting up pipings, and the bottom surface of the concrete plate and the protection layer of a waterproof layer are connected by adhesives or the like.
The above-mentioned each waterproofing system for the supporting connection of secondary members is used not only for a waterproof layer, but also for a general slab which has not been waterproofed.

· Story height and highest height reduction system

The building of a prior multi-layers artificial ground type was disadvantageous in the construction cost and the land cost (because of being unable to pass the restrictions for an oblique line limit and a height of shadow regulations), because the story height is heiger than that of a prior building. For the methods for restraining the story height and the highest height are divided as the following.

(1) Proper usage of primary dependent type/ self-support type secondary structure.

An adoption of 'a primary dependent type secondary structure' is an advantageous method, in a ground layer and intermediary layer, for the sake of reducing the highest height of a building. An adoption of 'a primary dependent type secondary structure' gate so advantageous as interior the number of interior stories becomes fewer like 1 floor/ 1 layer case, especially.
In a roof layer, the adoption of 'A primary self-support type secondary structure' in a roof layer, and the skillful adoption of 'A primary dependent type secondary structure', the structure which a roof part is made of a secondary structure reduces the highest height.

(2) structural planning of a primary structure in the ground layer and intermediary layer.

The primary structure structural planning of building that has a chamber space like an apartment house, makes the width of a wall and a column of the depth direction midsection at a frontage direction large, keep large for horizontal bearing capacity, and it keeps small horizontal bearing capacity of a column and a wall in the outside to depth direction (balcony and corridor side) (see FIGS. 1 through 3, 81 through 83, 113-1 through 118, 126-1 through 128). Hence, because the girder of girder-height isn't set up for the depth direction outside, it is possible to make the beam smaller, to save a ceiling height of a chamber, and to reduce story height. As embodiment FIGS. 1 through 3 show, the chambers such as bedroom, for example, are usually set up for a depth direction outside (facing a balcony and a corridor) for the sake of daylighting condition, then the ceiling height of a depth direction outside is required largely. On the other hand, the depth direction midsection doesn't get daylighting, so the sort of a services room, which doesn't need daylighting, are set up. Regard as this part, a ceiling height is allowed to be small. For that reason, you thinking of a beam height of a girder in the same way, the necessary story height can get smaller in the depth direction midsection, and get larger in the depth direction outside. Considering the settlement at the same story height, the beam height of a depth direction outside girder need to be small, and the beam height of a girder of the depth direction midsection could be large. For this reason, it is greatly possible to make stronger for horizontal bearing capacity at a wall and a column (1) of the depth direction midsection for it from a thing for a beam height of a girder of the depth direction midsection, larger. In a plane plan for that reason, horizontal bearing capacity of a frontage direction, needs keeping large at a wall and a column of the depth direction midsection, and it is advantageous for the sake of reducing story height the horizontal bearing capacity of a column and a wall outside to the depth direction (facing to a balcony and a corridor) keeps small. Then, in a section plan, keeping the beam height of a girder of the depth direction midsection large, and keeping that of the depth direction outside small are advantageous for the sake of reducing a story height. These things, agree with the functional claim from residence space, too. Some other time for the width of a column and a wall of a depth direction outside (balcony and a corridor side), the possibility of making them smaller at the frontage direction can answer to the free claims of the flexibility of the planning of a secondary structure, and extension and rebuilding. Therefore, performing the above-mentioned structural planning not only reduces story height, but also answer to a claim of a chamber planning, and can plan secondary structures, flexibly, too.
Concretely explaining, the section of a primary structure (A), that is expressed by embodiment FIGS. 1 through 3, two girders pass through the depth direction midsection like FIG. 115-1, and the beam height is larger than the depth direction outside girder. At this midsection to the depth direction, a sort of the services room is arranged for the sake of un-necessity of daylighting and low ceiling height, then it is possible to make girder-height higher. For the depth direction outside, considering the character of a chamber, this partial ceiling height has the necessity to keep large because of daylighting to a bedroom, and there is necessity to keep girder-height smaller. By this matter, the column wall in the midsection to the depth direction, can save horizontal bearing capacity of a frontage direction, like shown in FIG. 113-1, the plan of this structure (A). By this matter, wall column horizontal bearing capacity of the frontage direction of the depth direction outside wall column, can be small at the frontage direction, and width of it can make it smaller at a frontage direction, daylighting side becomes large, which is advantageous as a chamber, and also be able to have the flexibility of planning the chamber of a depth direction outside division and the flexibility of extension and rebuilding (as balcony extension and rebuilding to a side is generally thought about).
These embodiments, are the cases that 2 girders are set up for the depth direction midsection, but in case of 1 girder or some more girders have the same possibility.

(3) Primary structure structural planning of roof layer.

Two methods are used such as the case to support secondary structures directly without constructing a primary structure upward for a roof, and the case to support secondary structures as it is, and to construct a primary structure upward for the roof. In the second case, constructing the wall and the column of the depth direction midsection upward, supporting secondary structures, not constructing the columns and walls of a depth direction outside (balcony and a corridor side) upward to the upper layer, are advantageous since they don't give restrictive condition to plan the secondary structure which passes the oblique line limit and restriction of a height of a shadow existing. (see FIGS. 90-1 through 94-1). This matter, is advantageous with a composition of secondary structures and the sake of flexibility of extension and rebuilding, too. The above-mentioned case is very advantageous because it can bear more horizontal stress in the roof layer, the case which kept horizontal bearing capacity larger by making the wall and the column of the depth direction midsection wider at a frontage direction in a middle layer, as the successive primary structure form of a middle layer being generally adopted in the roof layer.

(4) Freedom of water section position and story height reduction system

1) Roughly.

Prior multi-layers artificial ground type was disadvantageous in construction cost and land cost, because the story height of it gets higher than the ordinary building. For this reason also, to minimize double structure to the utmost, the substance to be able to depend on a composition members makes a primary structure depend on it at secondary members, and it is an advantageous method to minimize members overlap. Furthermore for a beam of a primary structure is set a reversed beam (to a perfectly reversed beam for beam height) in order to make free position of water section of secondary structures, the story height increased. The advantageous method in order to solve this and to reduce story height is the method of a 'semi-reversed-beam' that, the height part necessary for an equipment piping space (especially drainage pipe) that is necessary to make water section position set free is formed into a reversed beam, and that the beam-height part except it is formed into a beam under slab, and is the method that a drainage pipe drags sideways to the position where a vertical drainage pipe is set in each zone of the beam as a drainage pipe doesn't pass through a beam. It is necessary to adopt an above-mentioned 'supporting system of secondary bearing member by primary column and beam', in order to keep a method of the latter possible.

2) 'Semi-reversed-beam system'.

The 'Semi-reversed-beam system', is expressed at first. The problem is that getting a water section position free and reducing story height is a drainage pipe to need an underfloor plenum among equipment piping (that needs a slope and is the big size of its caliber). Other equipment piping hardly becomes a bigger problem than this.
By this, the size including the size for a caliber of this drainage pipe and the slope size of drainage pipe that is necessary for making set water section position free, is necessary for an underfloor plenum. Further, when a drainage pipe passes through a beam, the covering depth that is necessary to upper marginal reinforcing steel of the beam is added to its size. These are the factors to increase the story hight.
In such a case reversed beam is used generary, however a beam height of a reversed beam more than a necessary underfloor plenum for this becomes the primary factor to increase the story height. For that reason, the method of a 'semi-reversed-beam', forming only the height part that is necessary for a drainage pipe space part into a reversed beam and forming the part except it into a beam under a slab, is an effective method to reduce story height.

3) 'Vertical drainage pipe in zone with each beam + drag sideways system'

The next important method of story height reduction is, as mentioned-above, to avoid the height increase needed when a drainage pipe passes through a beam. Namely, the method as a drainage pipe doesn't pass through a beam. Namely, it is the method to drag sideways a drainage pipe there where seting up a vertical drainage pipe in each zone of beams. (this method shortens further the length of a drainage pipe, makes a slope-height small (as the length of piping to drag sideways to a vertical drainage pipe gets long in case that don't cut smallness Ward for zone), and reduces the story height.

4) Story height reduction effect of 'supporting system of secondary bearing member by primary column and beam'.

The matter shows the other aspect of an effect of the above-mentioned system 'supporting system of secondary bearing member by primary column and beam' (That is, a method to limit the part of the primary structure as the supporting position for secondary structure, to the columns and equivarent walls).
An adoption of an above-mentioned 'supporting system of secondary bearing member by primary column and beam' gets necessary in order to keep this matter possible. Because, in supporting a secondary bearing member in a horizontal platform of a primary structure as a prior type artificial land, the beams increase and set up closely, a drainage pipe pass through beams avoidably, and story height increases, as mentioned-above. Compare to this, by the 'supporting system of secondary bearing member by primary column and beam' beam interval of a primary structure can be kept larger because a secondary bearing member load doesn't act upon slab of a primary structure or the like, and can avoid a beam penetration of a drainage pipe.
By this reason, in case this 'supporting system of secondary bearing member by primary column and beam' is applied, primary structure can be designed with larger beam interval and avoiding penetration on to beams. Vertical drainage piping which prevent flexibility on planning can be set up at a minimam space within the expanded zone of beams. By planning like this, free interior form of designing is garanteed, and story height also is reduced. In short, the method of 'supporting system of secondary bearing member by primary column and beam' has not only the economic advantage (economy of a construction cost) on building skeleton, but sets a water section position free, reduces the story height, and reduces the land cost.

5) Explanation of embodiments.

By adapting 'semi-reversed-beam' for beams of primary structure, and 'supporting system of secondary bearing member by primary column and beam', by keeping large interval between beams, and by taking a light garden for the position that is enclosed at a girder of the depth direction midsection, the method to drop a vertical drainage pipe is shown in FIG. 211-1 in FIG. 211-2 (besides this method other way to drop a vertical drainage pipe for each zone enclosed by beams, can be taken). By the method, for the zone that is enclosed by girders of the midsection of a depth direction, both life drainage pipe (see FIG. 211-1) from a flexible position of services and rainwater drainage pipe (see FIG. 211-2) or the like, can be connected directly to a vertical drainage pipe in a light garden, without passing through beams. Furthermore also from outside of the girder enclosed zone of the midsection of a depth direction, life drainage pipe from a flexible position of services can penetrate lower part of a wall column, where steel dimension have enogh and spares for placing of reinforcement is enough, to conect to a vertical drainage pipe in a light garden without passing through girders. By such a method, maintaining a flexibile services of drainage pipe from each position, of the zone avoiding to make penetration on girders and beams, story height is reduced.
Furthermore as 'a semi-reversed-beam system' is adopted, height of the beam above the floor slab is lessen to almost the same as the total height of diameter of the pipe and the slope for it which garantee the frexible position of service, because in order not to consider a necessity covering depth size of

upper marginal reinforcing steel of the beam, drainage pipe caliber size and a drainage pipe slope size as necessity.
Minimizing a useless underfloor plenum and limiting only the necessary depth for a reversed beam by adopting 'a semi-reversed-beam system', story height is reduced further.
Following a content of a primary structure of this figure, agrees for a method of a story height reduction method of primary structure structural planning of an above-mentioned (2) ground layer and intermediary layer, use properly it of an above-mentioned (1) primary dependent type/ self-support type secondary structure. Then if adopting 'a primary dependent type secondary structure' as FIGS. 1 through 3, the story height is reduced.

6) Effect.

The above-mentioned system can be applied commonly to 'a primary self-support type secondary structure' and 'a primary dependent type secondary structure', and it is general system to be able to be adopted in case of setting water-sections freely in a general building. In case of adopting the system for 'a primary dependent type secondary structure' especially, it can keep the same story height as that of a general building in 1 floor/ 1 layer and 2 floors/ 1 layer.

Claims

The structure consisting of a primary structure and secondary structures, comprising: the primary structure composed of reinforced concrete, steel frame, steel frame concrete or steel frame reinforced concrete; the secondary structures as modifiable portions supported by said primary structure; 'initial set up type anchors' setting when constructing the primary structure or 'post-construction set up type anchors' setting after constructing or in the future of the primary structure, said anchors being set up on the position, extent or part, which is decided in the initial construction of the primary structure, of the upper sides, the lower sides or the lateral sides of columns, walls, beams, slabs or the like of said primary structure; and secondary members of secondary structures (secondary bearing members such as columns, beams and slabs or the like, secondary nonbearing members such as external walls, boundary walls, door and window frames, partitions and furring strips or the like, secondary light-weight members such as finishes, furring strips, base-boards, wall trims, paper holders and hatracks or the like and equipment piping) supported by and connected to said primary structure either directly or indirectly through receptacles, intermediate structures or inter-structural members by fixing said secondary members to said anchors.
The structure consisting of a primary structure and secondary structures according to claim 1, wherein the primary structure is constructed that the secondary structures are supported by the beams or slabs of the roof of the primary structure.
The structure consisting of a primary structure and secondary structures according to claim 1, wherein the primary structure is constructed that secondary structures are supported by constructing upward to the roof of the primary structure the columns, walls, and wall-columns of the primary structure to be able to bear the horizontal stress of the earthquake and the strong wind or the like to the secondary structures and support said secondary structures.
The structure consisting of a primary structure and secondary structures according to claim 1, 2 or 3, wherein the primary structure is constructed that secondary bearing members, secondary nonbearing members and secondary light-weight members are classified to according to secondary members' load and that each supporting position or extent of the members is decided at the initial construction,
The structure consisting of a primary structure and secondary structures according to claim 4, wherein the primary structure is constructed that the position or extent for supporting the secondary bearing members is decided on the upper sides, lower sides or lateral sides of the columns or beams of said primary structure, or the slabs or walls that have the equivalent support-strength as said columns or beams of said primary structure (hereinafter, it will be called 'supporting system of secondary bearing member by primary column and beam').
The structure consisting of a primary structure and secondary structures according to claim 4, wherein the primary structure is constructed that the position or extent for supporting the secondary bearing members is decided on the upper sides, lower sides or lateral sides of the columns of said primary structure, or the walls that have the equivalent support-strength as said columns of said primary structure.
The structure consisting of a primary structure and secondary structures according to claim 6, wherein the primary structure is constructed that the position or extent for supporting the secondary bearing members is decided by the extent, that will set up secondary structure middle floor, within the upper sides, lower sides or lateral sides of the columns of said primary structure, or the walls that have the equivalent support-strength as said columns of said primary structure.
The structure consisting of a primary structure and secondary structures according to claim 4, wherein the primary structure is constructed that the position or extent for supporting the secondary bearing members is decided on the upper sides, lower sides or lateral sides of the beams of said primary structure, or the slabs that have the equivalent support-strength as beams of said primary structure.
The structure consisting of a primary structure and secondary structures according to claim 4, wherein the primary structure is constructed that the position or extent for supporting the secondary bearing members is decided on the upper sides, lower sides or lateral sides of the columns and beams of said primary structure, or the slabs and walls that have the equivalent support-strength as said columns or beams of said primary structure.
The structure consisting of a primary structure and secondary structures according to claim 9, wherein the primary structure is constructed that the position or extent for supporting the secondary bearing members is decided by restricting the extent that will set up secondary structure middle floor, within the lateral sides of the columns of said primary structure, or the walls that have the equivalent support-strength as said columns of said primary structure.
The structure consisting of a primary structure and secondary structures according to claim 1, 2, 3, 4, 5, 6, 7, 8, 9 or 10, wherein the primary structure is constructed that the position or extent for supporting the secondary nonbearing members and the secondary light-weight members is decided on the upper sides, lower sides or lateral sides of the columns, walls, beams, and slabs of said primary structure.
The structure consisting of a primary structure and secondary structures according to claim 4, 5, 6, 7, 8, 9, 10 or 11, wherein the primary structure is constructed that the position or extent setting up anchors is classified to anchors for secondary bearing members, anchors for secondary nonbearing members, and anchors for secondary light-weight members according to the supporting strength of anchors and is decided at the initial construction.
The structure consisting of a primary structure and secondary structures according to claim 4, 5, 6, 7, 8, 9, 10 or 11, wherein the primary structure is constructed that the position or extent setting up anchors is classified to combined using anchors for secondary bearing and nonbearing members (hereinafter, it will be called 'combined using anchors for secondary bearing and nonbearing members'), and anchors for secondary light-weight members according to the supporting strength of anchors and is decided at the initial construction.
The structure consisting of a primary structure and secondary structures according to claim 12 or 13, wherein the primary structure is constructed that the position or extent setting up anchors for secondary bearing members and combined using anchors for secondary bearing and nonbearing members is decided according to claim 5, 6, 7, 8, 9 or 10.
The structure consisting of a primary structure and secondary structures according to claim 14, wherein the primary structure is constructed that the position or extent setting up anchors for secondary bearing members and combined using anchors for secondary bearing and nonbearing members is not decided on the columns of said primary structure, or the walls that have the equivalent support-strength as said columns of said primary structure.
The structure consisting of a primary structure and secondary structures according to claim 12 or 13, wherein the primary structure is constructed that the position or extent setting up combined using anchors for secondary bearing and nonbearing members, anchors for secondary nonbearing members, and anchors for secondary light-weight members is decided according to claim 11.
The structure consisting of a primary structure and secondary structures according to claim 12, 13, 14, 15 or 16, wherein the primary structure is constructed that the anchors are classified as follows, regarding the anchors for secondary bearing members and the combined using anchors for secondary bearing and nonbearing members as initial set up type anchors, regarding the anchors for secondary nonbearing members as 'initial set up type anchors' or 'post-construction set up type anchors', and regarding the anchors for secondary light-weight members as 'post-construction set up type anchors'.
The structure consisting of a primary structure and secondary structures according to claim 17, wherein the position or extent setting up the anchors for secondary light-weight members is decided according to claim 11, or extra-increasing concrete part is placed within said extent, and the anchors can be freely set up on said part or extent in after construction of the primary structure.
The structure consisting of a primary structure and secondary structures according to claim 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 or 18, wherein the secondary structure (hereinafter, it will be called 'a primary dependent type secondary structure') is constructed that secondary bearing members is composed of horizontal members of beams or the like supported by the columns and walls or the like of the primary structure, or composed of vertical members of columns or the like supported by the beams and slabs or the like of the primary structure and horizontal members of beams or the like supported by said vertical members, or composed of vertical members of columns or the like supported by the beams, slabs or the like of the primary structure, and horizontal members of beams or the like supported by said vertical members or by the columns or walls or the like of the primary structure.
The structure consisting of a primary structure and said secondary structures, which is composed of the vertical members of columns or the like supported by the beams and slabs or the like of the primary structure, and the horizontal members of beams or the like supported by the vertical members, according to claim 19, wherein the space is set up not to contact mutually between said vertical members, and the columns and walls of the primary structure, when horizontal stress of earthquake or the like acts therebetween.
The structure consisting of a primary structure and secondary structures according to claim 19 or 20, wherein the secondary nonbearing members are supported by said primary structure or secondary bearing members, and the secondary light-weight members are supported by said primary structure, secondary bearing members or secondary nonbearing members.
The structure consisting of a primary structure and secondary structures according to claim 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 or 18, wherein the secondary structure (hereinafter, it will be called 'a primary self-support type secondary structure') is constructed that a composition of secondary bearing members is a solid form of a rectangular parallelepiped or the like composed of the vertical members of columns or the like supported by the beams and slabs or the like of the primary structure, and the horizontal members of beams or the like supported by said vertical members.
The structure consisting of a primary structure and secondary structures according to claim 22, wherein the secondary nonbearing members are mainly supported by the secondary bearing members.
The structure consisting of a primary structure and secondary structures according to claim 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22 or 23, wherein the primary structure is constructed that said primary structure is composed of reinforced concrete, steel frame concrete, or steel frame reinforced concrete, and the anchors are composed of the anchor frames made of band steel, angle steel, H section steel, channel steel or the like, or the anchor frames setting a plurality of nuts or cap nuts (cap nut type anchor bolt) every a definite interval on the anchor frame, or the anchor frames thrusting a plurality of bolts every a definite interval on the anchor frame.
The structure consisting of a primary structure and secondary structures according to claim 24, wherein the primary structure is constructed that the anchor frames setting nuts or cap nuts every a definite interval on the anchor frame, or the anchor frames thrusting bolts every a definite interval on the anchor frame are buried inside concrete of said primary structure.
The structure consisting of a primary structure and secondary structures according to claim 24, wherein the primary structure is constructed that the anchor frames as anchors are set on the surface of the concrete of said primary structure and are set by welding to reinforcing steel in said primary structure, by anchoring by reinforcing steel accompanied with the anchor frames, by fixing 'anchor bolts fixing anchor frames' thrusting on the surface of said primary structure by 'anchor nuts or cap nuts fixing anchor frames', or by fixing 'anchor nuts or cap nuts fixing anchor frames' buried inside said primary structure by 'anchor bolts fixing anchor frames'.
The structure consisting of a primary structure and secondary structures according to claim 26, wherein the primary structure is constructed that the anchor frames as anchors set sliding metallic material for adjusting the position of connective members of receptacles or the like are fixed by welding, or are fixed by being pressed by bolts or the like.
The structure consisting of a primary structure and secondary structures according to claim 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26 or 27, wherein the primary structure is constructed that said primary structure is composed of steel frame, steel frame concrete, or steel frame reinforced concrete, and the anchors are steel frames of said primary structure, or a plurality of nuts or cap nuts set or a plurality of anchor bolts thrust on said steel frame of said primary structure.
The structure consisting of a primary structure and secondary structures according to claim 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27 or 28, wherein the anchor holes with more enough size of depth and caliber than a destined anchor length and diameter are open in the columns, walls, wall-columns, beams and slabs or the like, or are made penetrate to the beams at initial construction, and anchor bolts, cap nuts and resinous anchor or the like with the caliber of the size adjusting for the secondary members are inserted and set up to said anchor hole by adjusting the size of the fixed bolts for the secondary members or the like at constructing secondary structures.
The structure consisting of a primary structure and secondary structures according to claim 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28 or 29, wherein the primary structure is constructed that the anchors for secondary nonbearing members are set up in the same way as the interval of interior foundation 's anchor or a form separator, or interior foundation's anchors or form separators are used as said anchors for secondary nonbearing members by adjusting the strength or the caliber.
The structure consisting of a primary structure and secondary structures according to claim 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29 or 30, wherein the secondary members of secondary structures, intermediate structure or inter-structural members, receptacles, or anchor frame are supported to said primary structure with the connective form that can be separated for anchor nuts or cap nuts or the like fitted by bolts, or anchor bolts fitted by nuts.
The structure consisting of a primary structure and secondary structures according to claim 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30 or 31, wherein the connection between the anchors and the receptacles, the anchors and the intermediate structures or inter-structural members, the anchors and the secondary members of secondary structures, the receptacles and the intermediate structures or inter-structural members, the receptacles and the secondary members of secondary structures, or the intermediate structures or inter-structural members and the secondary members of secondary structures, is rigid joint, pin-connection or connection with insulation or seismic isolator.
The structure consisting of a primary structure and secondary structures according to claim 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31 or 32, wherein the receptacle is composed of band steel, angle steel, channel steel, H section steel, I section or wooden materials or the like.
The structure consisting of a primary structure and secondary structures according to claim 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32 or 33, wherein 'putting foundations' are placed instead of setting up the anchors on waterproofed slabs of the primary structure, the secondary members are fixed on said putting foundations, and said putting foundations are connected to beams of the primary structure by wooden or metal members or the like in case that it is necessary to fix said putting foundations.
The structure consisting of a primary structure and secondary structural according to claim 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33 or 34, wherein the beams of the secondary structures are hung between the beams of the primary structure, and 'putting foundations' made of concrete or the like are placed in their way or the corners during the hanging of the beams, instead of setting up the anchors on waterproofed slabs of the primary structure.
The structure consisting of a primary structure and secondary structures according to claim 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34 or 35, wherein the primary structure is constructed keeping the horizontal bearing capacity large to the frontage direction by keeping large to the frontage direction the width of the columns or walls or the like in the midsection to the depth direction of said primary structure, and keeping small the width of the columns and the walls of outside parts (facing balcony and corridor sides) to the depth direction.
The structure consisting of a primary structure and secondary structures according to claim 36, wherein the primary structure is constructed by keeping the horizontal bearing capacity large to the frontage direction by keeping large to the frontage direction the width of the columns or walls or the like in the midsection to the depth direction of said primary structure, and keeping small the width of the columns and the walls of outside parts (parts of balcony and corridor sides) to the depth direction and keeping small the girders-height of said outside parts, and correspondingly keeping large the girder-height in the midsection to the depth direction.
The structure consisting of a primary structure and secondary structures according to claim 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27 28, 29, 30, 31, 32, 33, 34, 35, 36 or 37, wherein the primary structure is constructed by constructing upward columns, walls, wall-columns of said primary structure in the midsection to the depth direction on the roof in order to support the secondary structures.
The structure consisting of a primary structure and secondary structures according to claim 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37 or 38, wherein 'a primary dependent type secondary structure' is adopted in a ground layer or intermediary layer of the primary structure, and 'a primary self-support type secondary structure' or 'a primary dependent type secondary structure' with a roof part made of the secondary structures is adopted in a roof layer of the primary structure.
The structure consisting of a primary structure and secondary structures according to claim 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38 or 39, wherein the primary structure is constructed that the beam of said primary structure is made as 'a reversed beam' standing upward above slab for a beam corresponding to the depth necessary for piping space to make the positions of water sections free, and as 'a semi-reversed beam' standing under slab for a partial beam except said reversed beam.
The structure consisting of a primary structure and secondary structures according to claim 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39 or 40, wherein the primary structure is constructed by setting vertical drainage pipes to each zone enclosed by the beams, and pulling sideways drainage pipes to said vertical drainage pipes from each position of water sections.
The structure consisting of a primary structure and secondary structures according to claim 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40 or 41, wherein the primary structure is constructed by keeping the beam-interval of said primary structure large by adopting 'supporting system of secondary bearing member by primary column and beam', setting vertical drainage pipes to each sons enclosed by said beams, and pulling sideways drainage pipes to said vertical drainage pipes from each position of water sections.
The structure consisting of a primary structure and secondary structures according to claim 42, wherein the primary structure is constructed that the column and wall-column or the like is set up to support the beam of said primary structure where drainage pipe is necessary to penetrate a beam, and said a drainage pipe pass through said column and wall-column.