CN107463758A - A kind of design method of digging-free assembled stereoscopic garage foundation structure - Google Patents
A kind of design method of digging-free assembled stereoscopic garage foundation structure Download PDFInfo
- Publication number
- CN107463758A CN107463758A CN201710734403.2A CN201710734403A CN107463758A CN 107463758 A CN107463758 A CN 107463758A CN 201710734403 A CN201710734403 A CN 201710734403A CN 107463758 A CN107463758 A CN 107463758A
- Authority
- CN
- China
- Prior art keywords
- mrow
- msup
- mfrac
- msub
- foundation structure
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/06—Power analysis or power optimisation
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- General Physics & Mathematics (AREA)
- Computer Hardware Design (AREA)
- Theoretical Computer Science (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Computational Mathematics (AREA)
- Architecture (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Foundations (AREA)
Abstract
The invention discloses a kind of design method of digging-free assembled stereoscopic garage foundation structure, it is characterised in that comprises the following steps：If the load of multi-storied garage center inner ring is A, the load of middle inner ring is B, and the load of outer ring is C；If multi-storied garage often encloses column and is followed successively by 1,2,3 according to label clockwise, by that analogy；Check component internal force, dead load maximum defluxion and the mobile load maximum defluxion of multi-storied garage foundation structure；Check the bolt shear-carrying capacity and internal force at node unit；Check precast slab；Check adjustable seats.Using the multi-storied garage of the present invention, it is not necessary to excavation and construction, suitable for the inconsistent ground of flatness, and dismount facility.
Description
Technical field
The present invention relates to garage parking, more particularly to a kind of design side of digging-free assembled stereoscopic garage foundation structure
Method.
Background technology
After reform and opening-up, China shoots up as the third-largest automobile production state in the world and second largest automobile consumption state,
And the demand in parking lot also gradually increases.The thing followed also has the parking problems such as the few, parking difficulty of car multidigit, and parking stall shortage can
See one spot.Intelligent parking garage is as can concentrate the parking difficulty for solving people and being run into docking process, look for that car is difficult, passage rate
Moderate, the problems such as pay charge way is single, fully meet the modern parking lot of the practical demand of people, being capable of managing parking field well
Order, is effectively facilitated the raising of the limited parking stall utilization rate in parking lot, stopping at release problem, therefore, the demand of intelligent parking garage
Rise constantly.
At present, existing building type of foundation mainly has following several：(1) isolated footing, in the isolated footing individually excavated
Middle pouring reinforcement concrete, uneven soil property is constructed, construction is uncomplicated；But when upper load is larger, using independence
Basis relatively wastes, and when soil property is uneven, isolated footing settlement difference is larger.(2) strip footing, bending rigidity is big, will
Top load is converted into uniform load, makes basic stress more uniform；It is more unrestrained but strip footing construction is complex
Take, scene uses cast-type operation, and construction period is longer.(3) raft foundation, the compressive load per unit area of foundation soil can be reduced, carried
High foundation bearing capacity, and strengthen the integral rigidity on basis；But raft foundation volume is larger, casting concrete amount during construction
Greatly, construct more complicated, economy is poor.(4) pile foundation, has higher bearing capacity, and antidumping and sidesway to building have very
High guarantee；But cost is higher.
As can be seen here, traditional infrastructure form all inevitably needs excavation and construction.But in some large- and-medium size cities
In the case that housing-group is intensive, underground utilities are intricate, excavation of foundation pit is carried out, inevitably to Adjacent Buildings, pipeline
And the security of other underground installations constitutes a threat to.When especially excavation of foundation pit frontier distance existing building is close, foundation ditch
Additional shearing and moment of flexure can be applied to close to buildings and its basis by excavating soil body movement caused by off-load, and even more serious
Be so that the foundation soil of settlement stability due to settling again already, and particularly the mixed old building of brick is to uneven heavy
Drop very sensitive.
Therefore, it is significant to design a kind of design method of digging-free assembled stereoscopic garage foundation structure.
The content of the invention
The technical problems to be solved by the invention are the provision of one kind and do not need excavation and construction, differ suitable for flatness
The ground of cause, and dismount the design method of convenient digging-free assembled stereoscopic garage foundation structure.
The present invention is that solve above-mentioned technical problem by the following technical programs：A kind of digging-free assembling as described above
The design method of formula multi-storied garage foundation structure, comprises the following steps：
If the load of multi-storied garage center inner ring is A, the load of middle inner ring is B, and the load of outer ring is C；
If multi-storied garage often encloses column and is followed successively by 1,2,3 according to label clockwise, by that analogy；
Check component internal force, dead load maximum defluxion and the mobile load maximum defluxion of multi-storied garage foundation structure；
Check the bolt shear-carrying capacity and internal force at node unit；
Check adjustable seats；
As the technical scheme of optimization, checking computations multi-storied garage infrastructural element internal force, dead load maximum defluxion and mobile load are most
The step of large deflection, specifically also include：
Calculate the maximum internal force that KL5 beams use H450*200*9*14 shaped steel, i.e. M=213.0KNm, V=
99.1KN,
I=3.22 × 108mm4, A=6598mm2, Wnx=1.43 × 106mm3
S=8.11 × 105mm3
Dead load maximum defluxion is calculated, i.e.,
Mobile load maximum defluxion is calculated, i.e.,
As the technical scheme of optimization, checking computations multi-storied garage infrastructural element internal force, dead load maximum defluxion and mobile load are most
The step of large deflection, specifically also include：
Calculate the maximum internal force that CL7 beams use H400*200*8*12 shaped steel, i.e.
M=100.2KNm, V=53.9KN,
I=1.86 × 108mm4, A=5408mm2, Wnx=9.3 × 105mm3
S=5.93 × 105mm3
Dead load maximum defluxion is calculated, i.e.,
Mobile load maximum defluxion is calculated, i.e.,
As the technical scheme of optimization, checking computations multi-storied garage infrastructural element internal force, dead load maximum defluxion and mobile load are most
The step of large deflection, specifically also include：
Calculate the maximum internal force that CL8 beams use H250*125*5*8 shaped steel, i.e.
M=13.1KNm, V=8.5KN,
I=3.46 × 107mm4, A=3170mm2, Wnx=2.77 × 105mm3
S=2.36 × 105mm3
Dead load maximum defluxion is calculated, i.e.,
Mobile load maximum defluxion is calculated, i.e.,
As the technical scheme of optimization, the step of checking the bolt shear-carrying capacity and internal force at node unit, it is specific also
Including：
The shear-carrying capacity of calculate node unit used each bolt when being connected with KL5 beams by extended end plate, i.e.
Calculate Bolt maximum internal force, i.e. M=66.5KNm, V=58.2KN,
Nt2=31.36KN
Nt3=-31.36KN
Nt4=-158.8KN
∑Nti=2 × (69+31.36)=200.72KN
As the technical scheme of optimization, the bolt shear-carrying capacity and internal force step at node unit are checked, is specifically also wrapped
Include：
Calculate the shear-carrying capacity that KL5 beams are connected each bolt used with CL8 beams, i.e.
Calculate CL8 maximums end internal force, i.e. V=4.62KN；
As the technical scheme of optimization, the bolt shear-carrying capacity and internal force step at node unit are checked, is specifically also wrapped
Include：
Calculate the shear-carrying capacity of each bolt at CL7 beams and KL5 beam connecting nodes, i.e.
Calculate CL8 maximums end internal force, i.e. V=53.8KN；
As the technical scheme of optimization, the step of checking precast slab, specifically also include：Calculate concrete slab 1
Permanent load standard value, i.e. g=3.00kN/m2
Calculate variable load standard value, i.e. q=3.10kN/m2
Effective span, i.e. Lx=3000mm, Ly=2045mm；
As the technical scheme of optimization, the step of checking precast slab, specifically also include:Calculated bending moment, i.e. Mx=
(0.01230+0.03602/5) * (1.20*3.00+1.40*1.55) * 2.0^2=0.47kNm
Calculate and consider the unfavorable arrangement span centre X of mobile load to answering increased moment of flexure, i.e. Mxa=(0.02873+0.07064/5) ×
(1.4 × 1.55) × 2.0^2=0.39kNm
Mx=0.47+0.39=0.86kNm
ρ min=0.179%, ρ=0.251%
My=(0.03602+0.01230/5) × (1.20 × 3.00+1.40 × 1.55) × 2.0^2=0.93kNm
Calculate and consider the unfavorable arrangement span centre X of mobile load to increased moment of flexure is answered, i.e.,
Mya=(0.07064+0.02873/5) × (1.4 × 1.55) × 2.0^2=0.69kNm
My=0.93+0.69=1.62kNm
Asy=200.00mm2, it is real to match somebody with somebody the@200 (As=251.mm2) of C 8
ρ min=0.179%, ρ=0.251%；
As the technical scheme of optimization, the step of checking precast slab, specifically also include：
Remaining plate is calculated by the same way, and it is the@200 of constructional reinforcement φ 8 to obtain concrete slab arrangement of reinforcement；
As the technical scheme of optimization, the step of checking adjustable seats, specifically also include：
Calculate the shear-carrying capacity of the Bolt of A circle adjustable seats, i.e.
Calculate the area of the A circle averagely each adjustable seats cushion blocks in the bottom of column 1, i.e.
Calculate the area that A circles remove the averagely each adjustable seats cushion block in remaining column bottom at 1, i.e.
As the technical scheme of optimization, the step of checking adjustable seats, specifically also include：
Calculate the area of the averagely each adjustable seats cushion block in bottom of B ring boxs trestle 1, i.e.
As the technical scheme of optimization, the step of checking adjustable seats, specifically also include：Calculate the spiral shell of C circle adjustable seats
The shear-carrying capacity of bolt group, i.e.
The present invention has advantages below compared with prior art：
By the way that the optimized design scheme of multi-storied garage foundation structure is calculated, ensure multi-storied garage digging-free, full dress
While with formula, the overall security and reliability of multi-storied garage are improved.
Brief description of the drawings
Fig. 1 is central post bottom position plan of the embodiment of the present invention；
Fig. 2 is foundation structure floor plan in the embodiment of the present invention；
Fig. 3 is precast slab classifying and numbering floor plan in the embodiment of the present invention；
Fig. 4 is bed course schematic diagram in the embodiment of the present invention；
Fig. 5 is foundation structure bottom adjustable seats layout drawing in the embodiment of the present invention；
Fig. 6 is middle girder of embodiment of the present invention splicing node schematic diagram；
Fig. 7 is middle girder of the embodiment of the present invention and time beam connecting node schematic diagram；
Fig. 8 is suspension column and foundation structure connecting node schematic diagram in the embodiment of the present invention.
Wherein, 1, inner ring；2nd, outer ring；3rd, column；4th, armoured concrete slab；5th, sand-gravel cushion；6th, rubber blanket；7th, adjustable supporting
Seat；8th, girder；9th, secondary beam；10th, first node；11st, section point；12nd, rotatable disc；13rd, lifting system.
Embodiment
Embodiments of the invention are elaborated below, the present embodiment is carried out lower premised on technical solution of the present invention
Implement, give detailed embodiment and specific operating process, but protection scope of the present invention is not limited to following implementation
Example.
As shown in figure 1, the design method of the foundation structure in digging-free assembled stereoscopic garage of the present invention, including with
Lower step：
First, if the load of multi-storied garage center inner ring 1 is A, the load of middle inner ring 1 is B, and the load of outer ring 2 is C,
If multi-storied garage often encloses column 3 and is followed successively by 1,2,3 according to label clockwise, by that analogy.The vertical load of column 3 such as table 1 below institute
Showing, shown according to result of calculation, the vertical load of column 3 is larger, the equal very little of constraint load in remaining free degree, and due to whole
Individual structure has symmetry, and in the case where only calculating construction standard value, desirable 1/4 symmetrical structure is calculated, therefore is only listed
Often enclose the vertical counter-force of 1/4 column 3.
The column vertical load of table 1
Then, component internal force, dead load maximum defluxion and the mobile load maximum defluxion of multi-storied garage foundation structure are checked, due to base
Structure construction inside plinth frame column is identical with superstructure, as shown in Fig. 2 therefore only needing to design the steel of outside road bottom
Structure.
Wherein, M is the moment of flexure that section is born；
I is the moment of inertia；
A is girder steel area of section；
S is the area moment around section natural axis；
τ is the shearing that section is born；
VdFor amount of deflection of the girder steel under the effect of horizontal load；
VqFor amount of deflection of the girder steel under live loading；
NvbFor the shear-carrying capacity of single bolt；
Nτ1For pulling force caused by the 1st row's bolt under Moment；
Nτ2For pulling force caused by the 2nd row's bolt under Moment；
F is the vertical pressure that adjustable seats are born；
P is the characteristic value of ground bearing pressure；
F is the bending resistance design bearing capacity of Q345 steel；
fvFor the shear Design bearing capacity of Q345 steel；
{ v } is allowable deflection as defined in specification；
Specifically：(1) the maximum internal force that KL5 beams use H450*200*9*14 shaped steel is calculated, i.e. M=213.0KN
M, V=99.1KN.
As shown in figure 3, because girder steel top flange is connected with precast slab 4, therefore it need to only consider the intensity and just of girder steel
Degree.
It is computed：
I=3.22 × 108mm4, A=6598mm2, Wnx=1.43 × 106mm3
S=8.11 × 105mm3
Designed according to elasticity and calculate component internal force：
According to calculating to obtain KL5 dead load maximum defluxions by software
According to calculating to obtain KL5 mobile load maximum defluxions by software
Because structure has symmetry, therefore it need to only list the maximum stress of remaining the KL5 beam section area of basal layer 1/4 Nei
With deformation, KL5 stress and deformation are as shown in table 2 below.
Table 2KL5 stress and deformation table
The stress of component and amount of deflection are satisfied by code requirement as seen from the above table, therefore beam strength rigidity is satisfied by requiring.
(2) the maximum internal force that CL7 beams use H400*200*8*12 shaped steel is calculated, i.e. M=100.2KNm, V=
53.9KN。
Because girder steel top flange is connected with precast slab 4, therefore it need to only consider the strength and stiffness of girder steel.
It is computed：
I=1.86 × 108mm4, A=5408mm2, Wnx=9.3 × 105mm3
S=5.93 × 105mm3
Designed according to elasticity and calculate component internal force：
According to calculating to obtain CL7 dead load maximum defluxions by software,
According to calculating to obtain CL7 mobile load maximum defluxions by software,
Therefore beam strength rigidity is satisfied by requiring.
Because structure has symmetry, therefore it need to only list the maximum stress of remaining the CL7 beam section area of basal layer 1/4 Nei
With deformation, CL7 stress and deformation are as shown in table 3 below.
Table 3CL7 stress and deformation table
It can be seen that the stress of component and amount of deflection are satisfied by code requirement by form, therefore beam strength rigidity is satisfied by requiring.
(3) the maximum internal force that CL8 beams use H250*125*5*8 shaped steel is calculated, i.e. M=13.1KNm, V=
8.5KN。
Because girder steel top flange is connected with precast slab 4, therefore it need to only consider the strength and stiffness of girder steel.
It is computed：
I=3.46 × 107mm4, A=3170mm2, Wnx=2.77 × 105mm3
S=2.36 × 105mm3
Designed according to elasticity and calculate component internal force：
According to calculating to obtain CL8 dead load maximum defluxions by software
According to calculating to obtain CL8 mobile load maximum defluxions by software
Therefore beam strength rigidity is satisfied by requiring.Further, since CL8 stress very littles, therefore do not check excessively.
Afterwards, the bolt shear-carrying capacity and internal force at node unit are checked, is specially：
(1) prefabrication node, wherein node unit are connected with KL5 beams using extended end plate, and connection uses 10.9 grades of M20
High-strength friction-type bolt.
According to design specification, the pretension of each bolt is：
P=0.608fuAe=198.5KN
Each bolt shear-carrying capacity is：
Bolt be in cut with tension combined state, by software for calculation extraction internal force can obtain maximum M=66.5KNm, V
=58.2KN.
Nt2=31.36KN
Nt3=-31.36KN
Nt4=-158.8KN
Due to Nt3、Nt4Respectively less than 0, it is pressurized, therefore calculated according to equal to 0.
∑Nti=2 × (69+31.36)=200.72KN
Therefore Bolt meets to require.
(2) prefabrication node
This node and connecting node inside road are identical with the superstructure of multi-storied garage, are added in node area using outer ring plate
By force, the concentrated force that frame column is delivered to basis is born.
(3) primary and secondary beam connecting node
CL8 beam sections use H250*125*5*8 shaped steel, and KL5 beams use H450*200*9*14 shaped steel, and connection is using be hinged
Form, using the high-strength friction-type bolts of two row of a row, 10.9 grades of M20.
From the foregoing, it will be observed that the shear-carrying capacity of each bolt：
Software extraction CL8 maximums end internal force is V=4.62KN, therefore node meets to require.
(4) CL7 beams and KL5 beam connecting nodes
CL7 beam sections use H400*200*8*12 shaped steel, and KL5 uses H450*200*9*14 shaped steel, and connection is using be hinged
Form, using the high-strength friction-type bolts of three row of a row, 10.9 grades of M20.
From the foregoing, it will be observed that the shear-carrying capacity of each bolt：
Software extraction CL7 maximums end internal force is V=53.8KN, therefore node meets to require.
Then, precast slab is checked, is specially：
(1) concrete slab characteristic value of load is calculated
Precast rc slab 4 is classified and numbered according to shape, as shown in figure 3, the reinforced concrete with numbering 1
Calculated exemplified by native plate 4：
Permanent load standard value：G=3.00kN/m2
Variable load standard value：Q=3.10kN/m2；
Effective span：Lx=3000mm；Ly=2045mm；
Thickness of slab H=100mm；Strength grade of concrete：C30；Steel strength grade：HRB400：
(2) X is calculated to answering increased moment of flexure and Y-direction to answer increased moment of flexure
Result of calculation：
Mx=(0.01230+0.03602/5) × (1.20 × 3.00+1.40 × 1.55) × 2.0^2=0.47kNm；
Consider the unfavorable arrangement span centre X of mobile load to answering increased moment of flexure：
Mxa=(0.02873+0.07064/5) × (1.4 × 1.55) × 2.0^2=0.39kNm,
Mx=0.47+0.39=0.86kNm,
Asx=200.00mm2, it is real to match somebody with somebody the@200 (As=251.mm2) of C 8,
ρ min=0.179%, ρ=0.251%,
My=(0.03602+0.01230/5) × (1.20 × 3.00+1.40 × 1.55) × 2.0^2=0.93kNm,
Consider that the unfavorable arrangement span centre Y-direction of mobile load answers increased moment of flexure：
Mya=(0.07064+0.02873/5) × (1.4 × 1.55) × 2.0^2=0.69kNm,
My=0.93+0.69=1.62kNm,
Asy=200.00mm2, it is real to match somebody with somebody the@200 (As=251.mm2) of C 8,
ρ min=0.179%, ρ=0.251%,
Mx'=0.05720 × (1.20 × 3.00+1.40 × 3.10) × 2.0^2=1.90kNm,
Asx'=200.00mm2, it is real with C 8 200 (As=251.mm2, may be with neighbour across there is relation),
ρ min=0.179%, ρ=0.251%,
My'=0.07821 × (1.20 × 3.00+1.40 × 3.10) × 2.0^2=2.60kNm,
Asy'=200.00mm2, it is real with C 8 200 (As=251.mm2, may be with neighbour across there is relation),
ρ min=0.179%, ρ=0.251%,
(3) remaining plate is calculated
Remaining plate by the same way, can be calculated, and the arrangement of reinforcement of armoured concrete slab 4 is the@200 of constructional reinforcement φ 8, such as
Shown in table 4.
The precast slab arrangement of reinforcement situation list of table 4
During due to not considering combined effect, girder steel has met force request, therefore only needs to arrange shearing resistance spiral shell according to construction
Bolt.Arrange M20 bolt, spacing 200mm.
Finally, adjustable seats 7 are checked.Specially：The section of adjustable seats 7 uses 150*6 round steel pipe, passes through end plate connection
Form is connected with basal layer.
(1) A encloses column adjustable seats
The A circle internal force lists of adjustable seats 7 are as shown in table 5 below, according to the internal force extracted, check high-strength bolt intensity：
| Numbering | Moment of flexure (KN*m) | Shear (KN) |
| A1 | 3.8 | 10.9 |
| A2 | 3.0 | 8.6 |
| A3 | 9.9 | 28.2 |
| A4 | 10.0 | 28.8 |
The A of table 5 encloses adjustable seats internal force list
From the foregoing, it will be observed that the shear-carrying capacity of each bolt：
Bolt be in cut with tension combined state, by software for calculation extraction internal force can obtain maximum M=10.0KNm, V
=28.8KN.
Nt2=-11.2KN
Because pulling force caused by moment of flexure is far smaller than the pressure of superstructure deadweight, therefore bolt can calculate according to N=0.Therefore：
The maximum vertical counter-force of column 3 at A circles 1 is 301.8KN, and in 5 adjustable seats 7 of lower disposed, each bearing is held
Carry on a shoulder pole 60.36KN vertical load.Foundation bearing capacity is calculated according to 150KPA.Then average each bottom cushion block of adjustable seats 7
Area is：
Therefore arrange 4*600mm*600mm pad in node arranged just beneath 800mm*800mm cushion block, remaining four direction
Block.Gross area A=2.08m2.Cushion block stress F=92.86KN immediately below node.The round steel pipe of adjustable seats 7 is Φ 300.Bottom
Cushion block uses C40 concrete pads.To avoid concrete partial pressing from being unsatisfactory for requiring, sheet metal can be welded at the top of cushion block.
It is little that A encloses the vertical counter-force difference of remaining column 3, takes F=200KN.Must can ibid be averaged each bottom of adjustable seats 7
Cushion block area is：
5 600mm*600mm of arrangement cushion block can meet to require.
(2) B encloses column adjustable seats
The B circle internal force lists of adjustable seats 7 are as shown in table 6 below, according to the internal force extracted, check high-strength bolt intensity：
The B of table 6 encloses adjustable seats internal force list
From the foregoing, it will be observed that the shear-carrying capacity of each bolt：
Bolt be in cut with tension combined state, by software for calculation extraction internal force can obtain maximum M=54KNm, V=
155KN。
Nt2=-60.5KN
Because pulling force caused by moment of flexure is far smaller than the pressure of superstructure deadweight, therefore bolt can calculate according to N=0.Therefore：
B ring box trestle maximum vertical power F=368.5, each bottom cushion block area of adjustable seats 7 that must can ibid be averaged are：
Therefore in node arranged just beneath 800mm*800mm cushion block, remaining four direction arrange 2 800mm*800mm and
Two 600mm*600mm cushion block can meet to require.
(3) C encloses column adjustable seats
The C circle internal force lists of adjustable seats 7 are as shown in table 7 below, according to the internal force extracted, check high-strength bolt intensity：
| Numbering | Moment of flexure (KN*m) | Shear (KN) |
| C1 | 2.5 | 7.3 |
| C2 | 60 | 172 |
| C3 | 14 | 41 |
| C4 | 50 | 142 |
| C5 | 55 | 156 |
The C of table 7 encloses adjustable seats internal force list
From the foregoing, it will be observed that the shear-carrying capacity of each bolt：
Bolt be in cut with tension combined state, by software for calculation extraction internal force can obtain maximum M=54KNm, V=
155KN。
Nt2=-60.5KN
Because pulling force caused by moment of flexure is far smaller than the pressure of superstructure deadweight, therefore bolt can calculate according to N=0.Therefore：
Therefore Bolt meets to require.
Outer ring 2 is because adjustable seats are solely subjected to highway loading, therefore vertical force is smaller.3 600mm*600mm's of arrangement is adjustable
Bearing 7 can meet.
The design method of digging-free assembled stereoscopic garage foundation structure of the present invention, using mass computing software
SAP2000 establishes the structural model in garage, and steel are all using Q345B, the concrete strength of precast slab 4 during modeling
C30。
As shown in Fig. 2 the foundation structure in the present embodiment digging-free assembled stereoscopic garage, including it is layed in the steel on ground
Beam, girder steel forms inner ring 1 and outer ring 2, the outside of outer ring 2 are equipped with road, as shown in figure 4, being equipped with girder steel precast reinforced
Concrete slab 4, precast rc slab 4 are fixed by bolt and girder steel.Steel structure base is resolved into some standardization H types
Girder steel element, after the completion of processing and manufacturing, engineering site is transported to by lorry, then on-site hoisting and splicing, dress are implemented by large crane
With steel structure base is formed, fixed precast rc slab 4 is then laid on girder steel, avoids excavation and construction, protects periphery
The security of the underground installations such as building, pipeline.
As shown in figure 4, in order to preferably realize digging-free, certain thickness bed course is first laid on the ground, not only can be with
The bearing capacity on ground is improved, the generation of foundation structure differential settlement can also be avoided.Meanwhile lay one on sand-gravel cushion 5
Layer rubber layer 6 can avoid the endurance issues such as girder steel corrosion.
As shown in Figure 5, it is contemplated that ground has certain irregularity degree, leads in the bottom of inner ring 1, outer ring 2 and road
Cross the fixedly adjustable bearing 7 of bolt.By adjusting the height of adjustable seats 7, make to protect in the place of original ground out-of-flatness
Demonstrate,proving whole foundation structure has consistent flatness, so as to improve the safety and reliability of multi-storied garage.
In the foundation structure in digging-free assembled stereoscopic garage of the present invention, girder steel includes girder 8 and secondary beam 9,
Some girders 8 respectively constitute inner ring 1, the transverse frame of outer ring 2, and form the periphery of road, and the periphery of road passes through secondary beam 9
It is connected with the transverse frame of outer ring 2, the transverse frame of inner ring 1 is connected by secondary beam 9 with the transverse frame of outer ring 2.In this implementation
In example, when the foundation structure of the multi-storied garage is assembled, on-site hoisting and splicing girder 5, secondary beam are first implemented by large crane
6, successively according to outer shroud after first inner ring, the order of external diameter, is assembled to form steel structure base after first internal diameter.
In addition, the periphery of road is provided with first node 10, the transverse frame of outer ring 2 is provided with section point 11；First segment
Point 10 is used to connect two girders 8 and a secondary beam 9, and section point 11 is used to connect two girders 8 and two secondary beams 9.
As shown in Figure 6 and Figure 7, high-strength bolt end plate connection often is used between circle girder 8, girder 8 uses with secondary beam 9
High strength exploitation.The prepared screw-bolt hole in girder steel top flange and precast rc slab 4, precast rc slab 4
It is bolted with girder steel.
As shown in figure 8, the suspension column of column 3 is connected by bolt with precast rc slab 4, the lower flange of girder 8, so as to
Realize full assembling, easy disassembly.
In the present embodiment, as shown in Fig. 2 a rotatable disc 9 and a floor truck are placed in the center of inner ring 1, enclose
Around rotatable disc 12, radial to set multiple parking stalls, floor truck is by vehicle between parking stall and rotatable disc 12
Mobile, outer ring 2 is provided with the operative position of lifting system 13.
Inner ring 1 and the circumference of outer ring 2 are provided with column 3, are arranged section point 12 on column 3, column 3 passes through section point
8 use bolt connection girder 5 and secondary beam 6.In the present embodiment, the quantity of column 3 of inner ring 1 is preferably 14, the column of outer ring 2
3 quantity are preferably 18.Removable disk 12, inner ring 1 and outer ring 2 are in three concentric circles, and the radius of removable disk 12
Preferably 3.5m, the radius of inner ring 1 is preferably 6.5m, and the radius of outer ring 2 is preferably 12.5m., can also be with according to being actually needed
The overall size variation of multi-storied garage and increase or reduce the quantity of column 3, and increase or the removable disk of reduction
12nd, inner ring 1 and the radius of outer ring 2.In addition, the angle between two neighboring column 3 is 24 degree, the phase at lifting system 13
The angle of adjacent two columns 3 is 38 degree.The quantity of the operative position of lifting system 13 is preferably two, can also according to being actually needed
Increase or the quantity for reducing the operative position of lifting system 13.
In the foundation structure in digging-free assembled stereoscopic garage of the present invention, all modules of foundation structure exist
Prefabrication is processed, such as, node, beam and precast slab 4；And adjustable seats 7 are customized according to the progress of vertical load tonnage.
When the component of foundation structure carries out prefabricated, the prefabricated and group of steel member is carried out in steel platform according to erection sequence and technological requirement
Dress.Wherein, the splicing flange plate splicing seam of shaped steel and the spacing of web splice seam are more than 200mm, the length of flange plate splicing
Degree is wide not less than twice of plate；Web splice width is not less than 300mm, and length is not less than 600mm.
For convenient welding, ensure welding quality, should also try one's best the stiffener plate on crossbeam, connecting plate, backing plate, choose
Welding is grouped by construction drawing size in the steel platform of ground in beam etc..In steel platform prefabricated steel member remove by construction drawing and
Code requirement is made outside assembling, it is also contemplated that the change of field erected manufacturability and installation dimension.Prefabrication node module
1.2 × 1m of full-size；Girder steel maximum length 7.5m；3 × the 3m of maximum lump size of precast slab 4, weight 2.25t.During transport
Using the transport lorry of long 12.8m × wide 2.3m (model I) and long 9.6m × two kinds of models of wide 2.3m (model II).Through checking,
Whole basic steel using amount about 50t, it is necessary to model I and each one of the transport vehicle of model II, the wherein transport vehicle of model I load 35t steel,
The transport vehicle of model II loads 15t steel；Precast slab 4 weighs about 140t.4 transport vehicles of model I are needed, per car loads coagulation
Native 35t.Needed during transport according to the single transport for arranging steel member of the component plan of marching into the arena, with steel structure platform area division unit.
It should be tied up during entrucking, to avoid the deformation of member, it is ensured that transportation safety.Steel structure member must be on request for ease of in-site installation
It is numbered, numbering is operated in processing factory and completed.Component is marched into the arena and strictly marched into the arena in batches by in-site installation zoning requirements, live steel
The stacking of component only considers the Construction of Steel Structure quantities of three days.When steel member is unloaded, it is necessary to carry out temporary support to component, really
Protect component stability.Require that every tower crane prepares two secondary unloadings and is used in turn with appurtenances such as hoist cable, hook, snap rings simultaneously, with
Save unloading time.When transporting component, light lift is put down gently, can not be drawn, to avoid surface tear.
All columns 3, beam column use bar element, profiled sheet and outer ring precast slab 4 to be built using shell unit
It is vertical.Trolley track girder, outer ring concrete slab 4 support the connection between secondary beam 9 and girder 8 to use and are articulated and connected, remaining framework
Connection between component is rigid connection.Setting face automatically generates side constraint, and rigidity is defaulted as between face unit and frame unit and is connected
Connect.
Building enclosure is curtain wall outside garage, is arranged in the weight conversion of curtain wall for the evenly load of beam in computation model
The top flange of beam.Only contacted in view of whole superstructure by adjustable seats 7 and ground, and adjustable seats 7 and ground are direct
Contact and without any anchorage effect, therefore define the bottom of adjustable seats 7 in a model as be hinged constraint.
To prevent vehicle from going out, landing outside garage is needed on the outside of multi-storied garage road and the auxiliary road both sides of disengaging set and prevented
Protecting wire net, the flexibility and interception intensity of protection network are enough to absorb and disperse to transmit estimated vehicular impact kinetic energy, the design of Energy eliminating ring
Compared with using making the impact resistance of system be further enhanced, slurry barricade is intercepted and build with rigidity, change original
Construction technology, it is reduced duration and fund.
In the present embodiment, protection network can be formed using steel wire spot welding, when Site Soil soil property is poor, on soil layer surface
Using cure process, sand-gravel cushion is laid, then the adjustable seats of original base bottom are replaced with sleeper to be laid on sand-gravel cushion
On.
By by the component of foundation structure be divided into some units factory carry out it is prefabricated, then at the scene using full bolt connect
The mode connect, Site Welding operation is avoided, reduces existing workload, not only facilitates raising packaging efficiency, realized quick
Multi-storied garage is built, while avoids deformation and other quality problems caused by welding operation etc..In addition, each unit is pre- in factory
Make, reduce the workload of Site Welding or splicing, it is possible to achieve fast assembling-disassembling, also, the one integral piece disassembled can weigh
It is multiple to utilize, energy-conserving and environment-protective.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all essences in the present invention
All any modification, equivalent and improvement made within refreshing and principle etc., should be included in the scope of the protection.
Claims (13)
1. a kind of design method of digging-free assembled stereoscopic garage foundation structure, it is characterised in that comprise the following steps：
If the load of multi-storied garage center inner ring is A, the load of middle inner ring is B, and the load of outer ring is C；
If multi-storied garage often encloses column and is followed successively by 1,2,3 according to label clockwise, by that analogy；
Check component internal force, dead load maximum defluxion and the mobile load maximum defluxion of multi-storied garage foundation structure；
Check the bolt shear-carrying capacity and internal force at node unit；
Check precast slab；
Check adjustable seats.
2. the design method of digging-free assembled stereoscopic garage foundation structure as claimed in claim 1, it is characterised in that checking computations
The step of multi-storied garage infrastructural element internal force, dead load maximum defluxion and mobile load maximum defluxion, specifically also include：
Calculate the maximum internal force that KL5 beams use H450*200*9*14 shaped steel, i.e. M=213.0KNm, V=99.1KN,
I=3.22 × 108mm4, A=6598mm2, Wnx=1.43 × 106mm3, S=8.11 × 105mm3,
<mrow>
<mfrac>
<mi>M</mi>
<msub>
<mi>W</mi>
<mrow>
<mi>n</mi>
<mi>x</mi>
</mrow>
</msub>
</mfrac>
<mo>=</mo>
<mfrac>
<mrow>
<mn>213</mn>
<mo>&times;</mo>
<msup>
<mn>10</mn>
<mn>6</mn>
</msup>
</mrow>
<mrow>
<mn>1.43</mn>
<mo>&times;</mo>
<msup>
<mn>10</mn>
<mn>6</mn>
</msup>
</mrow>
</mfrac>
<mo>=</mo>
<mn>163.2</mn>
<mi>N</mi>
<mo>/</mo>
<msup>
<mi>mm</mi>
<mn>2</mn>
</msup>
<mo><</mo>
<mi>f</mi>
<mo>=</mo>
<mn>315</mn>
<mi>N</mi>
<mo>/</mo>
<msup>
<mi>mm</mi>
<mn>2</mn>
</msup>
<mo>,</mo>
</mrow>
<mrow>
<mi>T</mi>
<mo>=</mo>
<mfrac>
<mrow>
<mi>V</mi>
<mi>S</mi>
</mrow>
<mrow>
<msub>
<mi>It</mi>
<mi>w</mi>
</msub>
</mrow>
</mfrac>
<mo>=</mo>
<mfrac>
<mrow>
<mn>99.1</mn>
<mo>&times;</mo>
<msup>
<mn>10</mn>
<mn>3</mn>
</msup>
<mo>&times;</mo>
<mn>8.11</mn>
<mo>&times;</mo>
<msup>
<mn>10</mn>
<mn>5</mn>
</msup>
</mrow>
<mrow>
<mn>3.22</mn>
<mo>&times;</mo>
<msup>
<mn>10</mn>
<mn>8</mn>
</msup>
<mo>&times;</mo>
<mn>9</mn>
</mrow>
</mfrac>
<mo>=</mo>
<mn>48.68</mn>
<mi>N</mi>
<mo>/</mo>
<msup>
<mi>mm</mi>
<mn>2</mn>
</msup>
<mo><</mo>
<msub>
<mi>f</mi>
<mi>v</mi>
</msub>
<mo>=</mo>
<mn>170</mn>
<mi>N</mi>
<mo>/</mo>
<msup>
<mi>mm</mi>
<mn>2</mn>
</msup>
<mo>,</mo>
</mrow>
Dead load maximum defluxion is calculated, i.e.,
Mobile load maximum defluxion is calculated, i.e.,
3. the design method as claimed in claim 1 for exempting from out assembled stereoscopic garage foundation structure, it is characterised in that checking computations are vertical
The step of body garage infrastructural element internal force, dead load maximum defluxion and mobile load maximum defluxion, specifically also include：
Calculate the maximum internal force that CL7 beams use H400*200*8*12 shaped steel, i.e. M=100.2KNm, V=53.9KN,
I=1.86 × 108mm4, A=5408mm2, Wnx=9.3 × 105mm3, S=5.93 × 105mm3,
<mrow>
<mfrac>
<mi>M</mi>
<msub>
<mi>W</mi>
<mrow>
<mi>n</mi>
<mi>x</mi>
</mrow>
</msub>
</mfrac>
<mo>=</mo>
<mfrac>
<mrow>
<mn>100.2</mn>
<mo>&times;</mo>
<msup>
<mn>10</mn>
<mn>6</mn>
</msup>
</mrow>
<mrow>
<mn>9.3</mn>
<mo>&times;</mo>
<msup>
<mn>10</mn>
<mn>5</mn>
</msup>
<msup>
<mi>mm</mi>
<mn>3</mn>
</msup>
</mrow>
</mfrac>
<mo>=</mo>
<mn>107.74</mn>
<mi>N</mi>
<mo>/</mo>
<msup>
<mi>mm</mi>
<mn>2</mn>
</msup>
<mo><</mo>
<mi>f</mi>
<mo>=</mo>
<mn>315</mn>
<mi>N</mi>
<mo>/</mo>
<msup>
<mi>mm</mi>
<mn>2</mn>
</msup>
<mo>,</mo>
</mrow>
<mfenced open = "" close = "">
<mtable>
<mtr>
<mtd>
<mrow>
<mi>&tau;</mi>
<mo>=</mo>
<mfrac>
<mrow>
<mi>V</mi>
<mi>S</mi>
</mrow>
<mrow>
<msub>
<mi>It</mi>
<mi>w</mi>
</msub>
</mrow>
</mfrac>
<mo>=</mo>
<mfrac>
<mrow>
<mn>53.9</mn>
<mo>&times;</mo>
<msup>
<mn>10</mn>
<mn>3</mn>
</msup>
<mo>&times;</mo>
<mn>5.93</mn>
<mo>&times;</mo>
<msup>
<mn>10</mn>
<mn>5</mn>
</msup>
</mrow>
<mrow>
<mn>1.86</mn>
<mo>&times;</mo>
<msup>
<mn>10</mn>
<mn>8</mn>
</msup>
<mo>&times;</mo>
<mn>8</mn>
</mrow>
</mfrac>
</mrow>
</mtd>
</mtr>
<mtr>
<mtd>
<mrow>
<mo>=</mo>
<mn>21.48</mn>
<mi>N</mi>
<mo>/</mo>
<msup>
<mi>mm</mi>
<mn>2</mn>
</msup>
<mo><</mo>
<msub>
<mi>f</mi>
<mi>v</mi>
</msub>
<mo>=</mo>
<mn>170</mn>
<mi>N</mi>
<mo>/</mo>
<msup>
<mi>mm</mi>
<mn>2</mn>
</msup>
<mo>,</mo>
</mrow>
</mtd>
</mtr>
</mtable>
</mfenced>
Dead load maximum defluxion is calculated, i.e.,
Mobile load maximum defluxion is calculated, i.e.,
4. the design method of digging-free assembled stereoscopic garage foundation structure as claimed in claim 1, it is characterised in that checking computations
The step of multi-storied garage infrastructural element internal force, dead load maximum defluxion and mobile load maximum defluxion, specifically also include：
Calculate the maximum internal force that CL8 beams use H250*125*5*8 shaped steel, i.e. M=13.1KNm, V=8.5KN,
I=3.46 × 107mm4, A=3170mm2, Wnx=2.77 × 105mm3S=2.36 × 105mm3,
<mrow>
<mfrac>
<mi>M</mi>
<msub>
<mi>W</mi>
<mrow>
<mi>n</mi>
<mi>x</mi>
</mrow>
</msub>
</mfrac>
<mo>=</mo>
<mfrac>
<mrow>
<mn>13.1</mn>
<mo>&times;</mo>
<msup>
<mn>10</mn>
<mn>6</mn>
</msup>
</mrow>
<mrow>
<mn>2.77</mn>
<mo>&times;</mo>
<msup>
<mn>10</mn>
<mn>5</mn>
</msup>
<msup>
<mi>mm</mi>
<mn>3</mn>
</msup>
</mrow>
</mfrac>
<mo>=</mo>
<mn>47.3</mn>
<mi>N</mi>
<mo>/</mo>
<msup>
<mi>mm</mi>
<mn>2</mn>
</msup>
<mo><</mo>
<mi>f</mi>
<mo>=</mo>
<mn>315</mn>
<mi>N</mi>
<mo>/</mo>
<msup>
<mi>mm</mi>
<mn>2</mn>
</msup>
<mo>,</mo>
</mrow>
1
<mfenced open = "" close = "">
<mtable>
<mtr>
<mtd>
<mrow>
<mi>&tau;</mi>
<mo>=</mo>
<mfrac>
<mrow>
<mi>V</mi>
<mi>S</mi>
</mrow>
<mrow>
<msub>
<mi>It</mi>
<mi>w</mi>
</msub>
</mrow>
</mfrac>
<mo>=</mo>
<mfrac>
<mrow>
<mn>8.5</mn>
<mo>&times;</mo>
<msup>
<mn>10</mn>
<mn>3</mn>
</msup>
<mo>&times;</mo>
<mn>2.36</mn>
<mo>&times;</mo>
<msup>
<mn>10</mn>
<mn>5</mn>
</msup>
</mrow>
<mrow>
<mn>3.46</mn>
<mo>&times;</mo>
<msup>
<mn>10</mn>
<mn>7</mn>
</msup>
<mo>&times;</mo>
<mn>8</mn>
</mrow>
</mfrac>
</mrow>
</mtd>
</mtr>
<mtr>
<mtd>
<mrow>
<mo>=</mo>
<mn>10.41</mn>
<mi>N</mi>
<mo>/</mo>
<msup>
<mi>mm</mi>
<mn>2</mn>
</msup>
<mo><</mo>
<msub>
<mi>f</mi>
<mi>v</mi>
</msub>
<mo>=</mo>
<mn>170</mn>
<mi>N</mi>
<mo>/</mo>
<msup>
<mi>mm</mi>
<mn>2</mn>
</msup>
<mo>,</mo>
</mrow>
</mtd>
</mtr>
</mtable>
</mfenced>
Dead load maximum defluxion is calculated, i.e.,
Mobile load maximum defluxion is calculated, i.e.,
5. the design method of digging-free assembled stereoscopic garage foundation structure as claimed in claim 1, it is characterised in that checking computations
The step of bolt shear-carrying capacity and internal force at node unit, specifically also include：
The shear-carrying capacity of calculate node unit used each bolt when being connected with KL5 beams by extended end plate, i.e.
P=0.608fuAe=198.5KN,
Calculate Bolt maximum internal force, i.e. M=66.5KNm, V=58.2KN,
<mrow>
<msub>
<mi>N</mi>
<mrow>
<mi>t</mi>
<mn>1</mn>
</mrow>
</msub>
<mo>=</mo>
<mfrac>
<mrow>
<msub>
<mi>My</mi>
<mn>1</mn>
</msub>
</mrow>
<mrow>
<mi>m</mi>
<mo>&Sigma;</mo>
<msubsup>
<mi>y</mi>
<mn>1</mn>
<mn>2</mn>
</msubsup>
</mrow>
</mfrac>
<mo>=</mo>
<mn>69</mn>
<mi>K</mi>
<mi>N</mi>
<mo><</mo>
<msubsup>
<mi>N</mi>
<mi>t</mi>
<mi>b</mi>
</msubsup>
<mo>=</mo>
<mn>0.8</mn>
<mo>&times;</mo>
<mi>P</mi>
<mo>=</mo>
<mn>158.8</mn>
<mi>K</mi>
<mi>N</mi>
</mrow>
Nt2=31.36KN
Nt3=-31.36KN
Nt4=-158.8KN
∑Nti=2 × (69+31.36)=200.72KN,
<mrow>
<mo>&Sigma;</mo>
<msubsup>
<mi>N</mi>
<mi>v</mi>
<mi>b</mi>
</msubsup>
<mo>=</mo>
<mi>n</mi>
<mn>0.9</mn>
<msub>
<mi>n</mi>
<mi>f</mi>
</msub>
<mi>u</mi>
<mrow>
<mo>(</mo>
<mi>n</mi>
<mi>P</mi>
<mo>-</mo>
<mn>1.25</mn>
<mo>&Sigma;</mo>
<msub>
<mi>N</mi>
<mrow>
<mi>t</mi>
<mi>i</mi>
</mrow>
</msub>
<mo>)</mo>
</mrow>
<mo>=</mo>
<mn>309.6</mn>
<mi>K</mi>
<mi>N</mi>
<mo>></mo>
<mi>V</mi>
<mo>=</mo>
<mn>58.2</mn>
<mi>K</mi>
<mi>N</mi>
<mo>.</mo>
</mrow>
6. the design method of digging-free assembled stereoscopic garage as claimed in claim 1 foundation structure, it is characterised in that checking computations
Bolt shear-carrying capacity and internal force step at node unit, specifically also include：
Calculate the shear-carrying capacity that KL5 beams are connected each bolt used with CL8 beams, i.e.
Calculate CL8 maximums end internal force, i.e. V=4.62KN.
7. the design method of digging-free assembled stereoscopic garage foundation structure as claimed in claim 1, it is characterised in that checking computations
Bolt shear-carrying capacity and internal force step at node unit, specifically also include：
The shear-carrying capacity of each bolt at CL7 beams and KL5 beam connecting nodes is calculated, i.e.,
Calculate CL8 maximums end internal force, i.e. V=53.8KN.
8. the design method of digging-free assembled stereoscopic garage foundation structure as claimed in claim 1, it is characterised in that checking computations
The step of precast slab, specifically also include：
Calculate the permanent load standard value of concrete slab 1, i.e. g=3.00kN/m2,
Calculate variable load standard value, i.e. q=3.10kN/m2,
Effective span, i.e. Lx=3000mm, Ly=2045mm.
9. the design method of digging-free assembled stereoscopic garage foundation structure as claimed in claim 1, it is characterised in that checking computations
The step of precast slab, specifically also include：
Calculated bending moment, i.e.
Mx=(0.01230+0.03602/5) × (1.20 × 3.00+1.40 × 1.55) × 2.0^2=0.47kNm,
Calculate and consider the unfavorable arrangement span centre X of mobile load to answering increased moment of flexure, i.e.
Mxa=(0.02873+0.07064/5) × (1.4 × 1.55) × 2.0^2=0.39kNm
Mx=0.47+0.39=0.86kNm
ρ min=0.179%, ρ=0.251%
My=(0.03602+0.01230/5) × (1.20 × 3.00+1.40 × 1.55) × 2.0^2=0.93kNm；
Calculate and consider the unfavorable arrangement span centre X of mobile load to increased moment of flexure is answered, i.e.,
Mya=(0.07064+0.02873/5) × (1.4 × 1.55) × 2.0^2=0.69kNm,
My=0.93+0.69=1.62kNm,
Asy=200.00mm2, it is real to match somebody with somebody the@200 (As=251.mm2) of C 8,
ρ min=0.179%, ρ=0.251%.
10. the design method of digging-free assembled stereoscopic garage foundation structure as claimed in claim 1, it is characterised in that test
The step of calculating precast slab, specifically also includes：
Remaining plate is calculated by the same way, and it is the@200 of constructional reinforcement φ 8 to obtain concrete slab arrangement of reinforcement.
11. the design method of digging-free assembled stereoscopic garage foundation structure as claimed in claim 1, it is characterised in that test
The step of calculating adjustable seats, specifically also includes：
Calculate the shear-carrying capacity of the Bolt of A circle adjustable seats, i.e.
<mrow>
<msubsup>
<mi>&Sigma;N</mi>
<mi>v</mi>
<mi>b</mi>
</msubsup>
<mo>=</mo>
<mn>4</mn>
<mo>&times;</mo>
<mn>62.53</mn>
<mo>=</mo>
<mn>250.12</mn>
<mi>K</mi>
<mi>N</mi>
<mo>></mo>
<mi>V</mi>
<mo>=</mo>
<mn>58.2</mn>
<mi>K</mi>
<mi>N</mi>
<mo>,</mo>
</mrow>
The area of the A circle averagely each adjustable seats cushion blocks in the bottom of column 1 is calculated,
<mrow>
<mi>A</mi>
<mo>=</mo>
<mfrac>
<mi>F</mi>
<mi>P</mi>
</mfrac>
<mo>=</mo>
<mn>0.402</mn>
<msup>
<mi>m</mi>
<mn>2</mn>
</msup>
<mo>,</mo>
</mrow>
The area that A circles remove the averagely each adjustable seats cushion block in remaining column bottom at 1 is calculated, i.e.,
<mrow>
<mi>A</mi>
<mo>=</mo>
<mfrac>
<mi>F</mi>
<mi>P</mi>
</mfrac>
<mo>=</mo>
<mn>0.267</mn>
<msup>
<mi>m</mi>
<mn>2</mn>
</msup>
<mo>.</mo>
</mrow>
12. the design method of digging-free assembled stereoscopic garage foundation structure as claimed in claim 1, it is characterised in that test
The step of calculating adjustable seats, specifically also includes：
<mrow>
<msubsup>
<mi>&Sigma;N</mi>
<mi>v</mi>
<mi>b</mi>
</msubsup>
<mo>=</mo>
<mn>4</mn>
<mo>&times;</mo>
<mn>62.53</mn>
<mo>=</mo>
<mn>250.12</mn>
<mi>K</mi>
<mi>N</mi>
<mo>></mo>
<mi>V</mi>
<mo>=</mo>
<mn>155</mn>
<mi>K</mi>
<mi>N</mi>
<mo>,</mo>
</mrow>
Calculate the area of the averagely each adjustable seats cushion block in bottom of B ring boxs trestle 1, i.e.
<mrow>
<mi>A</mi>
<mo>=</mo>
<mfrac>
<mi>F</mi>
<mi>P</mi>
</mfrac>
<mo>=</mo>
<mn>0.49</mn>
<msup>
<mi>m</mi>
<mn>2</mn>
</msup>
<mo>.</mo>
</mrow>
13. the design method of digging-free assembled stereoscopic garage foundation structure as claimed in claim 1, it is characterised in that test
The step of calculating adjustable seats, specifically also includes：
Calculate the shear-carrying capacity of the Bolt of C circle adjustable seats, i.e.
<mrow>
<msubsup>
<mi>&Sigma;N</mi>
<mi>v</mi>
<mi>b</mi>
</msubsup>
<mo>=</mo>
<mn>4</mn>
<mo>&times;</mo>
<mn>62.53</mn>
<mo>=</mo>
<mn>250.12</mn>
<mi>K</mi>
<mi>N</mi>
<mo>></mo>
<mi>V</mi>
<mo>=</mo>
<mn>156</mn>
<mi>K</mi>
<mi>N</mi>
<mo>.</mo>
</mrow>
3
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710734403.2A CN107463758A (en) | 2017-08-24 | 2017-08-24 | A kind of design method of digging-free assembled stereoscopic garage foundation structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710734403.2A CN107463758A (en) | 2017-08-24 | 2017-08-24 | A kind of design method of digging-free assembled stereoscopic garage foundation structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107463758A true CN107463758A (en) | 2017-12-12 |
Family
ID=60549401
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710734403.2A Pending CN107463758A (en) | 2017-08-24 | 2017-08-24 | A kind of design method of digging-free assembled stereoscopic garage foundation structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107463758A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110135099A (en) * | 2019-05-24 | 2019-08-16 | 中冶建筑研究总院有限公司 | A kind of crane girder brake plate connect the diagnosis and treatment method of bolt looseness failure with column |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2323072Y (en) * | 1998-01-19 | 1999-06-09 | 郭启杨 | Tower type circular multistoried parking garage |
| JP2007197942A (en) * | 2006-01-24 | 2007-08-09 | Fuji Hensokuki Co Ltd | Parking space |
| CN103216128A (en) * | 2013-04-28 | 2013-07-24 | 湖北华阳重工实业有限公司 | Low-energy annular stereo garage |
| CN106988581A (en) * | 2017-05-12 | 2017-07-28 | 中国电子科技集团公司第三十八研究所 | Multi-storied garage with steel structure and its assembly method |
| CN107083853A (en) * | 2017-05-12 | 2017-08-22 | 中国电子科技集团公司第三十八研究所 | Modularization multi-storied garage and its installation method |
-
2017
- 2017-08-24 CN CN201710734403.2A patent/CN107463758A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2323072Y (en) * | 1998-01-19 | 1999-06-09 | 郭启杨 | Tower type circular multistoried parking garage |
| JP2007197942A (en) * | 2006-01-24 | 2007-08-09 | Fuji Hensokuki Co Ltd | Parking space |
| CN103216128A (en) * | 2013-04-28 | 2013-07-24 | 湖北华阳重工实业有限公司 | Low-energy annular stereo garage |
| CN106988581A (en) * | 2017-05-12 | 2017-07-28 | 中国电子科技集团公司第三十八研究所 | Multi-storied garage with steel structure and its assembly method |
| CN107083853A (en) * | 2017-05-12 | 2017-08-22 | 中国电子科技集团公司第三十八研究所 | Modularization multi-storied garage and its installation method |
Non-Patent Citations (1)
| Title |
|---|
| 陈婷婷: "机械式立体停车库的设计研究", 《中国优秀硕士学位论文全文数据库 工程科技Ⅱ辑》 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110135099A (en) * | 2019-05-24 | 2019-08-16 | 中冶建筑研究总院有限公司 | A kind of crane girder brake plate connect the diagnosis and treatment method of bolt looseness failure with column |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105565176B (en) | A kind of asymmetric cable crane of single column | |
| CN111945891B (en) | Ring truss high-altitude in-situ splicing construction method | |
| CN100441779C (en) | Bridge construction method for air prefabrication and translation in place | |
| CN106592406B (en) | Through tied arch bridge and its construction method | |
| CN104652813A (en) | Tower crane construction technology used for super high-rise building steel structure | |
| CN112320615B (en) | Installation method of wide cable crane | |
| WO2023016573A1 (en) | Construction method for steel-concrete main girder of cable-stayed bridge | |
| CN109534189A (en) | Hoisting construction method for cast-in-situ core tube structure of assembled integral frame | |
| CN110863563B (en) | Ultra-long cantilever and pull rod combined structure and construction method | |
| CN203213637U (en) | Roadbed box for walking on floor of larger crawler crane | |
| CN102815606B (en) | Device for realizing operation of mobile tower crane on structural floor and construction method | |
| CN107463758A (en) | A kind of design method of digging-free assembled stereoscopic garage foundation structure | |
| CN103382702B (en) | A kind of support of cast-in-situ box girder and building method thereof | |
| CN210002942U (en) | transformation structure of old building brick column | |
| CN107313628A (en) | A kind of basic digging-free assembled tower-type space garage and its construction method | |
| CN109736208A (en) | Bailey beam Construction of Supporting method and support building system based on variable cross-section bent cap | |
| CN206408510U (en) | Through tied arch bridge | |
| CN102392417A (en) | Dual-cantilever bearing support structure for large steel pipe and installation method | |
| CN213740604U (en) | Steel pipe bailey bracket for double-cantilever bent cap | |
| CN104652853A (en) | Quick lifting installation building structure | |
| CN209620538U (en) | A kind of full hall support system based on multilayer truss piece | |
| CN207121922U (en) | A kind of foundation structure in digging-free assembled stereoscopic garage | |
| CN113279702A (en) | Design method of shaft expanding, excavating and drilling derrick | |
| CN111186780A (en) | Movable arm type tower crane underframe weight type foundation and construction method | |
| AU2015268715B2 (en) | Bridging method and composite girder and deck therefor |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20171212 |
|
| RJ01 | Rejection of invention patent application after publication |