CN104809353A - Shear calculation method for mountain step-terrace reinforced concrete frame structure - Google Patents

Abstract

The invention provides a shear calculation method for a mountain step-terrace reinforced concrete frame structure. The method comprises the following steps: replacing the bottom of the mountain step-terrace reinforced concrete frame structure with replacing columns with the same section and unequal heights according to a replacing column method; acquiring the heights of the replacing columns with unequal heights on step-terrace parts according to the rigidity equality of the replacing columns and un-replaced columns on the step-terrace parts; acquiring the lateral rigidity of each column in the mountain step-terrace reinforced concrete frame structure according to the acquired heights of the replacing columns on the step-terrace parts; acquiring the shear of each column in the mountain step-terrace reinforced concrete frame structure according to the lateral rigidity. According to the method, the problem of incapability of directly manually calculating the shear of the mountain step-terrace reinforced concrete frame structure can be solved.

Description

A layer reinforced concrete frame structure shear force calculation method is fallen in mountain region

Technical field

The present invention relates to mountain region and fall a layer technical field of buildings, more specifically, relate to a kind of mountain region and fall a layer reinforced concrete frame structure shear force calculation method.

Background technology

China's landform is based on mountain region, mountain region area accounts for more than 2/3 of national land surface, and along with the minimizing day by day of nation-building land used, the enhancing day by day of environmental consciousness, the selection of version decides according to the functional effect of physiographic relief feature, building and the property made of outward appearance and building, and then makes version variation.For meeting Sustainable Exploitation and the construction of Mountainous City, a kind of i.e. thawing cylinders but also adapt with alpine terrain special structure form---Mountainous Building structure arises.Mountainous Building structure is not only strong to landform adaptive faculty, little to physical environment transformation, and can avoid digging mountain and fill out gully and the huge engineering cost that increases, also can avoid a series of safety problem such as traffic, environment, geologic hazard because excavation massif causes.Therefore, in the Mountainous City of land resource scarcity, Mountainous Building structure obtains swift and violent development and applies widely.Wherein, mountain region hang leg structure (in Fig. 1 A shown in) and mountain region fall Rotating fields (in Fig. 1 shown in B) in Mountainous City typical case and generally the most.

Mountain region is fallen a layer reinforced concrete frame structure and is often referred to has two not at conplane position of fixity in same unit, and below the highest earth point, arranges the structural system of floor by floor height, hereinafter referred to as falling Rotating fields.If fall layer segment a layer b across, being called to fall that a layer b is across falling Rotating fields, being designated as aCbK and falling Rotating fields, as shown in Figure 2.

All previous earthquake and research show, the mountain region with not Contour restriction is fallen a layer reinforced concrete frame structure (hereinafter referred to as " falling Rotating fields ") and is easy to less desirable failure mode occurs under severe earthquake action, on one deck, grounded part styletable is easy to destroy too early, and causes structures slope finally due to the significantly havoc or collapse of P-△ effects.

Layer reinforced concrete frame structure is fallen for mountain region unclear because one deck styletable retrains the bottom force-mechanism of inconsistent initiation and internal force transmission and Distribution dynamics, thus paying attention structure cannot enter the collapse state that nonlinear phase may occur, let alone it is made to be issued to the reasonable failure mode of expected design in violent earthquake effect.Although current employing zooming directly can must arrive mountain region fall shearing size bottom layer reinforced concrete frame structure, but internal force transmission and Distribution dynamics bottom it can not be explained, and hand computation framed structure shear force calculation method (D value method) can only for general rule framed structure (styletable constrains in same level), falling layer reinforced concrete frame structure for the mountain region of styletable constraint not in same level can not directly calculate.For overcoming the above problems, need to provide a kind of new mountain region to fall a layer reinforced concrete frame structure shear force calculation method.

Summary of the invention

In view of the above problems, the object of this invention is to provide a kind of mountain region and fall a layer reinforced concrete frame structure shear force calculation method, by introducing Equivalent column thought, the problem that the bottom shearing that directly must not fall layer reinforced concrete frame structure to mountain region with solution calculates.

The invention provides a kind of mountain region and fall a layer reinforced concrete frame structure shear force calculation method, comprising: mountain region fallen the not contour Equivalent column on behalf of same cross-sectional such as bottom in layer reinforced concrete frame structure according to Equivalent column method;

According to Equivalent column with wait for the front equal stiffness falling the pillar of layer segment, obtain the not contour Equivalent column height of layer segment;

According to the height of the Equivalent column obtained, the lateral rigidity of the every root pillar in layer reinforced concrete frame structure is fallen in the mountain region after the generations such as acquisition;

According to lateral rigidity, the shearing of the every root pillar in layer reinforced concrete frame structure is fallen in the mountain region after the generations such as acquisition.

From technical scheme above, a layer reinforced concrete frame structure shear force calculation method is fallen in mountain region provided by the invention, be converted into the internal force transmission not contour framework in bottom clearly by mountain region being fallen a layer reinforced concrete frame structure, and derive Equivalent column high computational formula according to equal stiffness principle; Then based on the not contour framework of single span, by the high impact not waiting styletable node rotation and the post rotation angle difference caused of bottom column, the shearing that layer reinforced concrete frame structure is fallen in mountain region must be arrived; The method provided by the invention can estimate that the distribution situation of shearing bottom layer reinforced concrete frame structure is fallen in mountain region fast.

In order to realize above-mentioned and relevant object, will describe in detail and the feature particularly pointed out in the claims after one or more aspect of the present invention comprises.Explanation below and accompanying drawing describe some illustrative aspects of the present invention in detail.But what these aspects indicated is only some modes that can use in the various modes of principle of the present invention.In addition, the present invention is intended to comprise all these aspects and their equivalent.

Accompanying drawing explanation

By reference to the content below in conjunction with the description of the drawings and claims, and understand more comprehensively along with to of the present invention, other object of the present invention and result will be understood and easy to understand more.In the accompanying drawings:

Fig. 1 is that a layer reinforced concrete frame structure house schematic diagram is fallen in mountain region;

Fig. 2 is that a layer reinforced concrete frame structure schematic diagram is fallen in mountain region;

Fig. 3 falls a layer reinforced concrete frame structure shear force calculation method flow schematic diagram according to the mountain region of the embodiment of the present invention;

Fig. 4 is the computation model sketch according to the embodiment of the present invention;

Fig. 5 is the Equivalent column model schematic according to the embodiment of the present invention;

Fig. 6 is the Equivalent column modular concept schematic diagram according to the embodiment of the present invention;

Fig. 7 is for model schematic according to 4C3K of the embodiment of the present invention etc.;

Fig. 8 is for model schematic according to 3C2K of the embodiment of the present invention etc.;

Fig. 9 is the multispan layer not contour post frame model schematic diagram according to the embodiment of the present invention;

Figure 10 is the single span layer not contour post frame model schematic diagram according to the embodiment of the present invention;

Figure 11 is the model schematic of the 2C1K according to the embodiment of the present invention.

Label identical in all of the figs indicates similar or corresponding feature or function.

Embodiment

In the following description, for purposes of illustration, in order to provide the complete understanding to one or more embodiment, many details have been set forth.But, clearly also can realize these embodiments when there is no these details.

Hand computation framed structure shear force calculation method for aforementioned proposition can not fall to the mountain region of styletable not in same level the problem that layer reinforced concrete frame structure directly calculate, the present invention introduces Equivalent column thought, mountain region is fallen a layer reinforced concrete frame structure and be converted into the internal force transmission not contour framework in bottom clearly, and derive Equivalent column high computational formula according to equal stiffness principle.Then based on the not contour framework of single span, by considering by the high impact not waiting styletable node rotation and the post rotation angle difference caused of bottom column, propose mountain region and fall a layer reinforced concrete frame structure shear force calculation short-cut method, it should be noted that, in the present invention, mountain region is fallen a layer reinforced concrete frame structure abbreviation and is fallen Rotating fields.

Below with reference to accompanying drawing, specific embodiments of the invention are described in detail.

In order to illustrate that a layer reinforced concrete frame structure shear force calculation method is fallen in mountain region provided by the invention, Fig. 3 shows and falls a layer reinforced concrete frame structure shear force calculation method flow according to the mountain region of the embodiment of the present invention.

As shown in Figure 3, a layer reinforced concrete frame structure shear force calculation method is fallen in mountain region provided by the invention, specifically comprises:

S310: mountain region fallen the not contour Equivalent column on behalf of same cross-sectional such as bottom in layer reinforced concrete frame structure according to Equivalent column method;

S320: according to Equivalent column with wait for the front equal stiffness falling the pillar of layer segment, obtain the not contour Equivalent column height of layer segment;

S330: according to the height of the Equivalent column obtained, obtains the lateral rigidity that the every root pillar in layer reinforced concrete frame structure is fallen in mountain region;

S340: according to lateral rigidity, obtains the shearing that the every root pillar in layer reinforced concrete frame structure is fallen in mountain region.

Above-mentionedly fall a layer flow process for reinforced concrete frame structure shear force calculation method for mountain region provided by the invention, wherein, of the present invention focusing on introduces Equivalent column method, by Equivalent column principle, calculate in Rotating fields the height of the Equivalent column falling layer segment, thus obtain the shearing of the every root pillar of Rotating fields.Introduce by Equivalent column principle in detail below in conjunction with accompanying drawing, the final method obtaining Rotating fields shearing force.

Before to Equivalent column principles and methods, first to do detailed introduction to falling Rotating fields.Fig. 2 shows Rotating fields, as shown in Figure 2, falls Rotating fields and is often referred to has two not at conplane position of fixity in same unit, and below the highest earth point, arrange the structural system of floor by floor height.

Fall Rotating fields to comprise grounded part, upper ground connection one deck, fall layer segment and lower ground plane; Wherein, upper ground connection one deck is bottom with falling layer segment; Falling Rotating fields with the basic part be connected in top is upper grounded part; Falling the part that Rotating fields is connected with infrastructure is lower ground plane.It should be noted that, if fall layer segment a layer b across, being called to fall that a layer b is across falling Rotating fields, being designated as aCbK and falling Rotating fields.

Fall the maximum difference of Rotating fields and ordinary construction: ordinary construction can be considered cantilever design, and the structure falling the superfluous constraint in Rotating fields is no longer cantilever design.Due to bottom not Contour restriction, cause structural internal force transfer law indefinite.So can will fall as analytic target bottom Rotating fields, particularly, Fig. 4 shows the computation model according to the embodiment of the present invention; As shown in Figure 4 after apply side force P1 on simplified model, two formula below can be obtained by analyzing, it can thus be appreciated that P1 is the post first distributing to upper ground connection one deck by certain principle, then a part of shearing passes to ground connection basis, and another part then passes to infrastructure.Inspired from above analysis, Equivalent column thought can be utilized to replace with the constant post in the cross section of certain altitude by falling layer segment and the unearthed part of upper ground connection one deck, and grade remains unchanged for front and back rigidity, thus obtain bottom shear distributing principle, clearly go up the size of ground connection one deck every root pillar shearing.

V _AE+V _BF+V _CG+V _DH＝P ₁

V _CG+V _DH＝V _GI+V _HJ＝V _IK+V _JL

Equivalent column side's ratio juris to fall the generation such as Rotating fields and be partially converted into the not contour post of same cross-sectional, and wait and be consistent for front and back rigidity, and bottom becomes the one deck be made up of not contour post, upper grounded part and one deck constant with upper part, as shown in Figure 5.The object of Equivalent column method is reduced to the internal force distribution clearly not contour column framework in bottom, the better upper ground connection one deck internal force Distribution dynamics of reflection by falling Rotating fields.

In the present invention, will fall Rotating fields Shear transfer and can regard as and be divided into two stages, the first stage is that bottom is waited for the distribution of part with upper grounded part, and subordinate phase falls the distribution of layer segment inside.Also can regard bottom as waits generation partly first in parallel with upper grounded part, then falls the Shear transfer rule connected again in layer segment inside.

Fall in Rotating fields force analysis as can be seen from above-mentioned, applying power F at upper ground connection one deck, is Δ=Δ for the displacement of upper ground connection one deck ₁+ Δ ₂+ Δ _i+ Δ _n+1, order waits generation part (bottom for etc. for part) and upper ground plane portion to be chorista, supposes that the left side etc. is for portions thereof F ₁the power of size, F is shared on the right ₂the power of size, wait generation part displacement be still: Δ=Δ ₁+ Δ ₂+ Δ _i+ Δ _n+1, utilize the height waited for front and back derivation Equivalent column such as phase shift on the downside of identical power effect.

Fig. 6 illustrates the Equivalent column modular concept according to the embodiment of the present invention, as shown in Figure 6, to wait in for front chorista Fig. 6 shown in b part, waits generation part at power F ₁effect under,

$\mathrm{\Δ}={\mathrm{\Δ}}_1+{\mathrm{\Δ}}_2\·\·\·\·\·\·+{\mathrm{\Δ}}_i+{\mathrm{\Δ}}_{n+1}=\underset{i=1}{\overset{n+1}{\mathrm{\Σ}}}\frac{F_1}{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}{\mathrm{\α}}_{\mathrm{ij}}\frac{12{\mathrm{EI}}_{\mathrm{ij}}}{h_i^3}}---\left(1\right)$

Wherein, F represents side force, F=F ₁+ F ₂; Δ represents total sidesway; E represents concrete elastic modulus; I represents column section moment of inertia; b represents column section width; A is column section height; I represents the number of plies, from 1,2,3 ... n+1; J represents pillar radical, from 1,2,3 ... m; I _ijrepresent i-th layer of jth root column section moment of inertia; h _irepresent and wait for i-th high layer by layer in front simplified model.

In chorista 6 after waiting generation shown in c part, suppose that the infinitely great styletable corner of upper ground connection one deck beam rigidity is zero, the sidesway after so waiting generation:

$\mathrm{\Δ}=\frac{F_1}{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}\frac{12{\mathrm{EI}}_{0j}}{h_{0j}^3}}---\left(2\right)$

Wherein, I _0jrepresent and wait for jth root column section moment of inertia in rear model; α _j=1.

Because formula (1) is equal with (2), so

$\underset{i=1}{\overset{n+1}{\mathrm{\Σ}}}\frac{F_1}{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}{\mathrm{\α}}_{\mathrm{ij}}\frac{12{\mathrm{EI}}_{\mathrm{ij}}}{h_i^3}}=\frac{F_1}{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}\frac{12{\mathrm{EI}}_{0j}}{h_{0j}^3}}---\left(3\right)$

Wherein, h _irepresent and wait for i-th high layer by layer in front simplified model;

Suppose one inferior generation rear pillar height identical, i.e. h ₀₁=h _0j=h _0m=h ₀, then an Equivalent column height is:

$h_0=\sqrt[3]{\underset{i=1}{\overset{n+1}{\mathrm{\Σ}}}\frac{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}{\mathrm{EI}}_{0j}}{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}{\mathrm{\α}}_{\mathrm{ij}}\frac{{\mathrm{EI}}_{\mathrm{ij}}}{h_i^3}}}---\left(4\right)$

Wherein, h ₀represent Equivalent column height in an inferior generation model;

Calculate for simplifying, order wait for the cross section attribute of rear pillar and sectional dimension and etc. for being front consistent, often high identical layer by layer, i.e. I _ij=I _0j=I, h _i=h, so formula (4) can abbreviation be:

$h_0=\sqrt[3]{\underset{i=1}{\overset{n+1}{\mathrm{\Σ}}}\frac{m}{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}{\mathrm{\α}}_{\mathrm{ij}}\frac{1}{h^3}}}---\left(5\right)$

Wherein, α _ijrepresent to wait and rotate influence coefficient for i-th layer of jth root Column border node relevant with beam and column Line stiffness in front simplified model;

If by α _ijall to press etc. for part every layer center pillar value, then so

Wherein, α _{in i}represent to wait and rotate influence coefficient for i-th layer of king post joint relevant with beam and column line stiffness ratio in front simplified model;

By bottom, when in Fig. 6 c part etc. in generation, part considered beam, post line stiffness ratio time, mean that the infinitely great styletable corner of the upper ground connection one deck beam rigidity of initial hypothesis is zero the h that obtains ₀in imply the impact of styletable corner, then carry out a sidesway correction, the height of revised Equivalent column is H _o, sidesway correction formula is as follows:

$\mathrm{\Δ}=\frac{F_1}{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}{\mathrm{\α}}_{0j}\frac{12{\mathrm{EI}}_{0j}}{h_{0j}^3}}---\left(7\right)$

Equal with formula (7) from formula (2):

$H_{0j}=\sqrt[3]{{\mathrm{\α}}_{0j}}\×h_0---\left(8\right)$

Wherein, H _0jrepresent final to wait for jth root Equivalent column height in model; α _0jrepresent that final grade rotates influence coefficient for jth root Column border node relevant with beam and column line stiffness ratio in model.

By final Equivalent column height H ₀formula is known, sees that Equivalent column Gao He etc. is relevant for partial interior beam-column's linear stiffness ratio from local, viewed from entirety with first inferior generation the back rest and Equivalent column h _oline stiffness ratio is relevant.

For the feasibility of checking Equivalent column method, in a specific embodiment provided by the invention, design altogether 8 layer 5 across, fall 4 layer 3 across (being reduced to 4C3K) and fall 3 layer 2 across (being reduced to 3C2K) framework, essential information is as follows: floor height 3m, span 6m, and beam section is 250mm × 550mm, column section is 550mm × 550mm, and it is 1000KN that leftmost vertices adds horizontal concentrated force.

Formula (6) and (8) are utilized to calculate Equivalent column height as shown in Figure 7 and Figure 8.Then carry out finite element analysis with waiting for model to master mould respectively, analysis result is as shown in table 1.In upper ground connection one deck, most of shearing is distributed in grounded part, compares so get earthing rod shearing.Master mould and wait on model ground plane shearing distribution and displacement basically identical, illustrate that the method for Equivalent column of the present invention is feasible and correct.Therefore, fall post shear force calculation problem bottom Rotating fields and be just converted into multilayer multispan not contour frame column shear force calculation problem.

Table 1 master mould and Equivalent column model contrast

Fall Rotating fields and can be simplified to the not contour framework of multilayer multispan if Fig. 5 etc. is for shown in rear section.Find by analyzing, when post high close to time the shearing shared suitable, this just means for model in rear section, Fig. 5 etc. can suppose that its long column rigidity is the long column rigidity sum that several height is suitable, stub stiffness is the short column sum that several height is suitable, so Fig. 5 can be waited for model simplification in rear section is the not contour post frame model of Figure 10 single span (fall Rotating fields and also can be simplified to the not contour framework of multispan as shown in Figure 9), then basis is to frame stiffness derivation principle not contour bottom single span, consider by the high impact not waiting styletable node rotation and the post rotation angle difference caused of bottom column, derive formula (9), (10), (11), just the lateral rigidity of the not contour base of frame pillar of single span can be calculated.Therefore, approximate treatment the not contour column stiffness of multispan can be gone out by formula (9), (10), (11).Because the constraint of center pillar Zhou Bianliang coupled columns end corner not contour bottom multispan is compared with the about beam intensity of single span, therefore, the correction factor of 0.9 can be multiplied by respectively for multispan not contour base of frame side column rigidity.The shearing of the not contour pillar in bottom can be calculated eventually through formula (12).

Particularly, at the height falling the Equivalent column of layer segment according to acquisition, obtain in the process of the lateral rigidity of the every root pillar in Rotating fields, the lateral rigidity of every root pillar is expressed as:

$D_j=(1+\mathrm{\β\ξ})\·\frac{{12i}_{0j}}{H_{0j}^2}---\left(9\right)$

$\mathrm{\ξ}=-\frac{3}{4+4\·\frac{i_b}{i_{\mathrm{ch}}}+4\·\frac{i_b}{i_{\mathrm{cs}}}+3\·\frac{i_b}{i_{\mathrm{ch}}}\·\frac{i_b}{i_{\mathrm{cs}}}}---\left(10\right)$

$\mathrm{\β}=1+\frac{i_b}{i_{\mathrm{ch}}}-\frac{1}{2}\·\frac{i_b}{i_{\mathrm{cs}}}\·\frac{h_{\mathrm{cs}}}{h_{\mathrm{ch}}}---\left(11\right)$

Wherein, D _jrepresent the lateral rigidity of jth root post; F represents side force; i _brepresent the Line stiffness of beam; ξ represents the scale-up factor of rotation angle at the bottom of styletable node rotation and post, and reflection styletable node rotation accounts for the size of post rotation angle ratio; β represents post rotatory power coefficient, mainly affects by adjacent beam-column's linear stiffness ratio and self and adjacent pillars aspect ratio; i _0jrepresent the Line stiffness of jth root post, j gets 1,2 ... m; H _0jrepresent the height of jth root post; i _chrepresent the Line stiffness of relatively Gao Zhu, i _ch=i _0j; i _csrepresent the Line stiffness of relatively short column, i _cs=i _0j+1; h _chrepresent the computed altitude of relatively Gao Zhu, h _ch=H _0j; h _csrepresent that the calculating of relatively short column is high, h _cs=H _0j+1

According to lateral rigidity, obtain in the process of the shearing of the every root pillar in Rotating fields, the shearing of every root pillar is expressed as:

$V_j=\frac{D_j}{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}{D}_j}F$

Wherein, D _jrepresent the lateral rigidity of jth root post; V _jrepresent the shearing of jth root post.

Because the constraint of center pillar Zhou Bianliang coupled columns end corner not contour bottom multispan is compared with the about beam intensity of single span, therefore, the correction factor of 0.9 can be multiplied by respectively for multispan not contour base of frame side column rigidity.

For the feasibility of checking Equivalent column method, Figure 11 shows the model of the 2C1K according to the embodiment of the present invention, design as shown in figure 11 altogether 6 layer 5 across, it is as follows across (being reduced to 2C1K) essential information to fall 2 layer 1: floor height 3m, span 6m, beam section is 250mm × 550mm, and column section is 550mm × 550mm, and it is 1000KN that leftmost vertices adds horizontal concentrated force.

The contrast of table 22C1K model shearing error

As can be seen from Table 2, the error being fallen the shearing that layer reinforced concrete frame structure shear force calculation method obtains by mountain region of the present invention is 12% to the maximum, and the error of D value method calculated rigidity that Muto ' s proposes is maximum reaches 99.5%, thus the Equivalent column high computing formula that the present invention proposes is comparatively reasonable, shear force calculation short-cut method is comparatively accurate.

Can be found out by above-mentioned embodiment, a layer reinforced concrete frame structure shear force calculation method is fallen in mountain region provided by the invention, due to the feature of not Contour restriction, fall Rotating fields internal force transfer law indefinite, introduce Equivalent column thought, Rotating fields will be fallen and be reduced to the internal force transmission not contour framework in bottom clearly, and derive and obtain Equivalent column computing formula, the waiting for height for part post such as Rotating fields can be calculated fast.

The present invention propose mountain region fall a layer reinforced concrete frame structure shear force calculation method, relative to Muto ' s propose correction D value method more close to exact solution, the method can estimate to fall shearing distribution situation bottom Rotating fields fast; By clearly falling internal force transfer law and shearing distribution characteristics bottom Rotating fields, theoretical foundation has been established in the research work being issued to the reasonable failure mode of expected design at severe earthquake action for carrying out Mountainous Building structure further.

Describe above with reference to accompanying drawing the mountain region proposed according to the present invention in an illustrative manner and fall a layer reinforced concrete frame structure shear force calculation method.But, it will be appreciated by those skilled in the art that a layer reinforced concrete frame structure shear force calculation method is fallen in the mountain region proposed for the invention described above, various improvement can also be made on the basis not departing from content of the present invention.Therefore, protection scope of the present invention should be determined by the content of appending claims.

Claims (6)

1. a layer reinforced concrete frame structure shear force calculation method is fallen in mountain region, comprising:

Mountain region fallen the not contour Equivalent column on behalf of same cross-sectional such as bottom in layer reinforced concrete frame structure according to Equivalent column method;

According to described Equivalent column with wait for the front equal stiffness falling the pillar of layer segment, fall the height of the not contour Equivalent column of layer segment described in acquisition;

According to the height of the Equivalent column obtained, the lateral rigidity of the every root pillar in layer reinforced concrete frame structure is fallen in the mountain region after the generations such as acquisition;

According to described lateral rigidity, the shearing of the every root pillar in layer reinforced concrete frame structure is fallen in the mountain region after the generations such as acquisition.

2. a layer reinforced concrete frame structure shear force calculation method is fallen in mountain region as claimed in claim 1, wherein,

Described mountain region is fallen a layer reinforced concrete frame structure and is comprised grounded part, upper ground connection one deck, falls layer segment and lower ground plane; Wherein, described upper ground connection one deck and described fall layer segment be bottom;

It is described upper grounded part that layer reinforced concrete frame structure is fallen with the basic part be connected in top in described mountain region;

It is described lower ground plane that the part that layer reinforced concrete frame structure be connected with infrastructure is fallen in described mountain region.

3. a layer reinforced concrete frame structure shear force calculation method is fallen in mountain region as claimed in claim 2, wherein,

According to the height waiting described Equivalent column of deriving for front and back phase shift etc. on the downside of identical power effect.

4. a layer reinforced concrete frame structure shear force calculation method is fallen in mountain region as claimed in claim 3, wherein,

Waiting in front chorista, described generation part such as grade is at power F ₁effect under, total sidesway of described upper ground connection one deck is:

$\mathrm{\Δ}={\mathrm{\Δ}}_1+{\mathrm{\Δ}}_2......+{\mathrm{\Δ}}_i+{\mathrm{\Δ}}_{n+1}=\underset{i=1}{\overset{n+1}{\mathrm{\Σ}}}\frac{F_1}{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}{\mathrm{\α}}_{\mathrm{ij}}\frac{12{\mathrm{EI}}_{\mathrm{ij}}}{h_i^3}}---\left(1\right)$

Wherein, F represents side force, F=F ₁+ F ₂; Δ represents total sidesway; E represents concrete elastic modulus; I represents column section moment of inertia b represents column section width; A represents column section height; I represents the number of plies, from 1,2,3 ... n+1; J represents pillar radical, from 1,2,3 ... m; I _ijrepresent i-th layer of jth root column section moment of inertia; h _irepresent and wait for i-th high layer by layer in front simplified model;

In chorista after waiting generation, suppose that the infinitely great styletable corner of described upper ground connection one deck beam rigidity is zero, so wait for after described on connect ground floor sidesway and be:

$\mathrm{\Δ}=\frac{F_1}{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}\frac{12{\mathrm{EI}}_{0j}}{h_{0j}^3}}---\left(2\right)$

Wherein, I _0jrepresent and wait for jth root column section moment of inertia in rear model;

Because formula (1) is equal with (2), so

$\underset{i=1}{\overset{n+1}{\mathrm{\Σ}}}\frac{F_1}{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}{\mathrm{\α}}_{\mathrm{ij}}\frac{12{\mathrm{EI}}_{\mathrm{ij}}}{h_i^3}}=\frac{F_1}{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}\frac{12{\mathrm{EI}}_{0j}}{h_{0j}^3}}---\left(3\right)$

Wherein, h _irepresent and wait for i-th high layer by layer in front simplified model;

Suppose one inferior generation rear pillar height identical, i.e. h ₀₁=h _0j=h _0m=h ₀, then in an inferior generation model, Equivalent column height is:

$h_0=\sqrt[3]{\underset{i=1}{\overset{n+1}{\mathrm{\Σ}}}\frac{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}{\mathrm{EI}}_{0j}}{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}{\mathrm{\α}}_{\mathrm{ij}}\frac{{\mathrm{EI}}_{\mathrm{ij}}}{h_i^3}}}---\left(4\right)$

Wherein, h ₀represent Equivalent column height in an inferior generation model;

Order wait for the cross section attribute of rear pillar and sectional dimension and etc. for being front consistent, often high identical layer by layer, i.e. I _ij=I _0j=I, h _i=h, formula (4) can abbreviation be:

$h_0=\sqrt[3]{\underset{i=1}{\overset{n+1}{\mathrm{\Σ}}}\frac{m}{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}{\mathrm{\α}}_{\mathrm{ij}}\frac{1}{h^3}}}---\left(5\right)$

Wherein, α _ijrepresent to wait and rotate influence coefficient for i-th layer of jth root Column border node relevant with beam and column Line stiffness in front simplified model;

If by α _ijall to press etc. for part every layer center pillar value, then so

Wherein, α _{in i}represent to wait and rotate influence coefficient for i-th layer of king post joint relevant with beam and column line stiffness ratio in front simplified model;

According to styletable corner to the infinitely great styletable corner of the described upper ground connection one deck beam rigidity h that to be zero obtain ₀impact, be H to revised Equivalent column height ₀, described revised sidesway is:

$\mathrm{\Δ}=\frac{F_1}{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}{\mathrm{\α}}_{0j}\frac{12{\mathrm{EI}}_{0j}}{H_{0j}^3}}---\left(7\right)$

Equal with formula (7) from formula (2):

$H_{0j}=\sqrt[3]{{\mathrm{\α}}_{0j}}\×h_0---\left(8\right)$

Wherein, H _0jrepresent final to wait for jth root Equivalent column height in model; α _0jrepresent that final grade rotates influence coefficient for jth root Column border node relevant with beam and column line stiffness ratio in model.

5. a layer reinforced concrete frame structure shear force calculation method is fallen in mountain region as claimed in claim 4, wherein,

At the height falling the Equivalent column of layer segment according to acquisition, obtain described mountain region and fall in the process of the lateral rigidity of the every root pillar in layer reinforced concrete frame structure, the lateral rigidity of described every root pillar is:

$D_j=(1+\mathrm{\β\ξ})\·\frac{12i_{0j}}{H_{0j}^2}---\left(9\right)$

$\mathrm{\ξ}=-\frac{3}{4+4\·\frac{i_b}{i_{\mathrm{ch}}}+4\·\frac{i_b}{i_{\mathrm{cs}}}+3\·\frac{i_b}{i_{\mathrm{ch}}}\·\frac{i_b}{i_{\mathrm{cs}}}}---\left(10\right)$

$\mathrm{\β}=1+\frac{i_b}{i_{\mathrm{ch}}}-\frac{1}{2}\·\frac{i_b}{i_{\mathrm{cs}}}\·\frac{h_{\mathrm{cs}}}{h_{\mathrm{ch}}}---\left(11\right)$

Wherein, D _jrepresent the lateral rigidity of jth root post; F represents side force; i _brepresent the Line stiffness of beam; ξ represents the scale-up factor of rotation angle at the bottom of styletable node rotation and post; β represents post rotatory power coefficient; i _0jrepresent the Line stiffness of jth root post, j gets 1,2 ... m; H _0jrepresent the height of jth root post; i _chrepresent the Line stiffness of relatively Gao Zhu, i _ch=i _0j; i _csrepresent the Line stiffness of relatively short column, i _cs=i _0j+1; h _chrepresent the computed altitude of relatively Gao Zhu, h _ch=H _0j; h _csrepresent that the calculating of relatively short column is high, h _cs=H _0j+1.

6. a layer reinforced concrete frame structure shear force calculation method is fallen in mountain region as claimed in claim 5, wherein,

According to described lateral rigidity, obtain described mountain region and fall in the process of the shearing of the every root pillar in layer reinforced concrete frame structure, the shearing of described every root pillar is:

$V_j=\frac{D_j}{\underset{j=1}{\overset{m}{\mathrm{\Σ}}}{D}_j}F$

Wherein, D _jrepresent the lateral rigidity of jth root post; V _jrepresent the shearing of jth root post.