CN108412032A - A kind of basement floor system - Google Patents
A kind of basement floor system Download PDFInfo
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- CN108412032A CN108412032A CN201710720743.XA CN201710720743A CN108412032A CN 108412032 A CN108412032 A CN 108412032A CN 201710720743 A CN201710720743 A CN 201710720743A CN 108412032 A CN108412032 A CN 108412032A
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/0007—Base structures; Cellars
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/43—Floor structures of extraordinary design; Features relating to the elastic stability; Floor structures specially designed for resting on columns only, e.g. mushroom floors
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Abstract
The invention discloses a kind of basement floor system, the basement floor system includes：Beam and slab type superstructure, including unidirectional rib-beam floor frame, two-way rib-beam floor frame, big plate haunch superstructure or oblique pull beam superstructure；Board-like superstructure, including arch without beam and hollow floor；Pure basement waterproofing bottom plate, including beam and slab type basement bottom plate and without beam type basement bottom board.The present invention is directed to the design method of different Structural Floor Systems, obtains the applicable elements and economy of the various superstructures of basement, directly provides instruction for investor, makes and clearly judging, selects Rational structure system.
Description
Technical field
The invention belongs to building structure technology fields, and in particular to a kind of basement floor system.
Background technology
Architecture Design Market is increasingly competitive, higher and higher to Structural Design Requirement, and investor does not require nothing more than structure and sets
Meter, which meets, uses function, and it is desirable that realizes optimum structure scheme under equal conditions:Low cost, speed of application are fast etc..For
Market demands are adapted to, structure design must carry out basic research, and in conjunction with Practical Project, the structural system for being readily able to Rule Summary is returned
Alanysis obtains the method and conclusion for instructing structure design.The done engineering of our hospital is comprehensive, has accumulated rich experiences, makes good use of this
A little precious resources combine production and research, generate economic benefit, improve production efficiency, seize leading market status, to investment
Side provides high-level services, wins industry public praise.
Basement floor system plays vertical supporting loads and transmits the work of horizontal loading as main horizontal member
With.Since basement superstructure area is big, project cost typically constitutes from 30% or more of whole Civil Costs, and with basement
The increase of the number of plies, ratio are also gradually increased；In addition, basement superstructure also seriously affects the comfort and aesthetics of building,
Using rational basement floor system, to reducing, building height, energy saving, reduction cost is significant.In structure design
In, the economy of basement Design of Floors embodies obviously, and structural system directly affects the cost of investor, and function is used meeting
Under secured premise, selects suitable basement floor construction system particularly important, studies the economic and technical norms of floor system,
The structural system that economical rationality is chosen in Preliminary design, is not only necessary, but also be important, it can bring apparent warp
Benefit of helping and social benefit, it is often more important that meet the requirement of investor's economy.Therefore, a kind of above-mentioned skill of energy solution is developed
The scheme of art problem is very important.
Invention content
The purpose of the present invention is to provide a kind of basement floor systems.
The object of the present invention is achieved like this, and the basement floor system includes：
Beam and slab type superstructure, including unidirectional rib-beam floor frame, two-way rib-beam floor frame, big plate haunch superstructure or oblique pull beam superstructure, individual event rib
Beam superstructure is made of plate, secondary beam and girder, is supported on wall and column；Two-way rib-beam floor frame by plate and both direction beam or wall group
At；Big plate haunch superstructure is the building cover structure formed using the tablet with oblique armpit；Oblique pull beam superstructure is among rectangular slab along right
The superstructure of Vierendeel girder is arranged in linea angulata；
Board-like superstructure, including arch without beam and hollow floor；Arch without beam is that plate is supported directly upon on column；Hollow floor is to pass through
Cast-in-place solid hidden girder combines closely to form the flat Vierendeel girder of reinforcement with lower flange on cast-in-situ hollow building roof；
Pure basement waterproofing bottom plate, including beam and slab type basement bottom plate and without beam type basement bottom board；Beam and slab type basement bottom plate
It is divided into as no secondary beam basement bottom board and has secondary beam basement bottom board；Using the basement floor constructions form of no secondary beam, bottom plate
Load reaches girder by plate and reaches column and basis again；Be conducive to reduce bottom plate using there is the basement floor constructions form of secondary beam
Thickness, floor load reach secondary beam by plate and reach column and basis again to girder.
The present invention is directed to the design method of different Structural Floor Systems, obtains the applicable elements and warp of the various superstructures of basement
Ji property directly provides instruction for investor, makes and clearly judging, selects Rational structure system.For structure design personnel
Also the time for doing project plan comparison can be saved, thinning and optimizing structure design details that can be faster and better.Basement structure System Design
Achievement in research（Hereinafter referred to as achievement）It can directly put into practice Instructing manufacture, basement structure is designed, achievement can be passed through and arrange remittance
Assembly designs table, directly according to design condition, finds respective design structural system, arrangement, designing points, and directiveness
Economic steel content.As can be seen that achievement guidance can effectively instruct structure design, practicality is strong, and operation strategies are wide, the benefit of acquirement
Obviously.In short, in fierce market competition environment, the two-win of efficiency and benefit will be obtained.
Description of the drawings
Fig. 1 is the punching schematic diagram of plate；
Wherein, a）For the flush shear force of column；b）It is stitched for plate capping；c）For the punching critical cross-section of plate；1- frustums inclined-plane；Critical section of 2-
Face；
Fig. 2 is superstructure economic design principal element structural model schematic diagram.
Specific implementation mode
With reference to embodiment and attached drawing, the present invention is further illustrated, but is not subject in any way to the present invention
Limitation, based on present invention teach that made by it is any transform or replace, all belong to the scope of protection of the present invention.
Basement floor system of the present invention includes：
Beam and slab type superstructure, including unidirectional rib-beam floor frame, two-way rib-beam floor frame, big plate haunch superstructure or oblique pull beam superstructure, individual event rib
Beam superstructure is made of plate, secondary beam and girder, is supported on wall and column；Two-way rib-beam floor frame by plate and both direction beam or wall group
At；Big plate haunch superstructure is the building cover structure formed using the tablet with oblique armpit；Oblique pull beam superstructure is among rectangular slab along right
The superstructure of Vierendeel girder is arranged in linea angulata；
Board-like superstructure, including arch without beam and hollow floor；Arch without beam is that plate is supported directly upon on column；Hollow floor is to pass through
Cast-in-place solid hidden girder combines closely to form the flat Vierendeel girder of reinforcement with lower flange on cast-in-situ hollow building roof；
Pure basement waterproofing bottom plate, including beam and slab type basement bottom plate and without beam type basement bottom board；Beam and slab type basement bottom plate
It is divided into as no secondary beam basement bottom board and has secondary beam basement bottom board；Using the basement floor constructions form of no secondary beam, bottom plate
Load reaches girder by plate and reaches column and basis again；Be conducive to reduce bottom plate using there is the basement floor constructions form of secondary beam
Thickness, floor load reach secondary beam by plate and reach column and basis again to girder.
The concrete grade of the unidirectional rib-beam floor frame is C30, C35 and C40, and column section is less than 8.4m × 8.4m, column
Section is 600 × 600cm；Column section is more than 8.4m × 8.4m, column section 900cm × 900cm；Floor height considers there is beam by clear height
System：At least 2.9m；Without beam body system：3.0m；Similarly rounding is unified by this clear height for floor height；Span be 5 across；Plate thickness middle layer is pressed
Practical span value, basement roof thickness is considered by 180mm, relatively economical for 200mm plate thickness；Live load has beam body system to take
4.0kN/m2Or 3.5kN/m2, no girder system takes 2.5kN/m2。
The concrete grade of the two-way rib-beam floor frame is C30, C35 and C40, and column section is less than 8.4m × 8.4m, column
Section is 600 × 600cm；Column section is more than 8.4m × 8.4m, column section 900cm × 900cm；Floor height considers there is beam by clear height
System：At least 2.9m；Without beam body system：3.0m；Similarly rounding is unified by this clear height for floor height；Span be 5 across；Plate thickness middle layer is pressed
Practical span value, basement roof thickness is considered by 180mm, relatively economical for 200mm plate thickness；Live load has beam body system to take
4.0kN/m2Or 3.5kN/m2, no girder system takes 2.5kN/m2。
The concrete grade of the big plate haunch superstructure is C30, C35 and C40, and column section is less than 8.4m × 8.4m, column
Section is 600 × 600cm；Column section is more than 8.4m × 8.4m, column section 900cm × 900cm；Floor height considers there is beam by clear height
System：At least 2.9m；Without beam body system：3.0m；Similarly rounding is unified by this clear height for floor height；Span be 5 across；Plate thickness middle layer is pressed
Practical span value, basement roof thickness is considered by 180mm, relatively economical for 200mm plate thickness；Live load has beam body system to take
4.0kN/m2Or 3.5kN/m2, no girder system takes 2.5kN/m2。
The concrete grade of the oblique pull beam superstructure is C30, C35 and C40, and column section is less than 8.4m × 8.4m, and column is cut
Face is 600 × 600cm；Column section is more than 8.4m × 8.4m, column section 900cm × 900cm；Floor height considers there is beam body by clear height
System：At least 2.9m；Without beam body system：3.0m；Similarly rounding is unified by this clear height for floor height；Span be 5 across；Plate thickness middle layer is by real
Border span value, basement roof thickness is considered by 180mm, relatively economical for 200mm plate thickness；Live load has beam body system to take
4.0kN/m2Or 3.5kN/m2, no girder system takes 2.5kN/m2。
The height of bolumn cap is no less than the thickness h of plate in the arch without beam basement and tier building；The thickness of supporting plate
Degree is no less than h/4.
Arch without beam is as follows by curved calculating：
A, empirical coefficient method
Empirical coefficient method is studied on the basis of analysis of experiments and practical experience and is obtained, and this method also known as directly designs
Method.The rule of empirical coefficient method makes plate and beam bear moment of flexure by respective section is proportional.Empirical coefficient method has used limiting equilibrium
So that physical concept is apparent from, it is simple and clear to be readily appreciated that.Knot is needed to pay attention to when the arch without beam calculated using empirical coefficient method
Whether structure meets following condition：The each direction of structure at least continuous three across.The maximum span and minimum span in the same direction
The ratio between lmax/lmin≤1.2.The ratio between the long side of any one area's lattice and short side a/b≤1.5.The ratio between live load and dead load q/
g≤3。
Empirical coefficient is listed as follows：
It is very easy using empirical coefficient method calculating arch without beam, total moment M 0 in each area's lattice direction need to be only calculated, is then looked into
The total moment M 0 being calculated is multiplied by the moment of flexure that corresponding distribution coefficient can be obtained each controlling sections of respective plate band by table.
B. Equivalent frame method
Equivalent frame method, this method flat slab structure is respectively divided into along two orthogonal directions be equivalent to " Vierendeel girder " and
The frame of " frame column " concept.The width of its " Vierendeel girder " is by following regulation value：When arch without beam bears vertical load, take
Spacing of the plate across center line；When arch without beam bears horizontal loading, take plate across the half of center line spacing.And " Vierendeel girder "
The plate thickness of height i.e. floor.Consider that the presence of bolumn cap reduces plate across the influence with pillar height, waits the span in generation " Vierendeel girder "
It is taken as lx-2c/3 or ly-2c/3；The computed altitude value of " frame column " is that floor height subtracts bolumn cap height, and works as " frame column "
Value is difference of the building foundation top surface to the clear height and bolumn cap height of the floor superstructure bottom surface when positioned at building bottom.
Since the width of plate will be far longer than the width of column, equivalent framework need in view of reflection three-dimensional system center pillar etc.
The bending stiffness for imitating all possible rotational-torsionals such as bending stiffness, only in this way could be accurately to carry out body with two-dimentional stress system
Existing three-dimensional stress system.Equivalent frame method can be used for the occasion that empirical coefficient method is restricted, as arch without beam is less than three across number
Or respectively across span difference is too big, load is extremely uneven so that should be according to equal for frame when being unsatisfactory for the condition that empirical coefficient method uses
Frame method calculates.Further for various horizontal loadings（Or deformation）, the internal force as caused by temperature deformation etc. in wind, earthquake, freezer,
It should be calculated by Equivalent frame method.Certain Equivalent frame method can be completely used for use in Direct Design Method engineering.
C. finite element method
Finite element method is to be calculated using finite element method by computer software, and FEM calculation can provide accurately
Analysis result and design result：It can consider the influence of bolumn cap and hole to rigidity；Progress node arrangement of reinforcement and strip arrangement of reinforcement are simultaneously defeated
Go out result；By specification dividing plate band, crack, stress, deflection design and the pillar of andante band of going forward side by side punching at bolumn cap test
It calculates.
Calculating is cut and be punched to arch without beam
For the plate floor of no beam.When only have upper and lower layer axial force Nt and Nb in column and when without Moment, lower column pressure Nb
And the difference of upper column pressure Nt constitutes uniform punching to plate and acts on, and sees Fig. 1.
After tablet is acted on by the punching of column from bottom to top, will circumferential crack occur around pillar in the top surface of plate first,
Under the two-way hogging moment effect of plate, radial crack occurs.The characteristic surface of punching failure is inversed taper platform shape, big bottom surface upper,
Small bottom surface is under.The inclined-plane of punching failure inversed taper platform is substantially in 45 degree of inclination angles.Although punching failure interface is slanting, in order to
Analysis calculates, and imagination one surrounds（Or local punching load face）Surrounding and and pillar keep certain distance vertical face as by
Cut face, this be one and test result fit after imaginary section, be referred to as punched critical cross-section.It answers the position of punching critical cross-section
Be it Zhou Changwei it is minimum and away from column（Or punching section）The perimeter of plate vertical cross-section at periphery/2；In Local Loads or concentrate anti-
The plate for not configuring stirrup or bent-up bar under force effect, should be met the following requirements by punching bearing capacity：
CoefficientIt is calculated according to the following formula, and takes wherein smaller value：
In formula--- Local Loads design value concentrates counter-force design value：To the node of plate-column structure, the axis for taking column to be born
The design load that punching failure cone plate is born is subtracted to the interlayer difference of pressure design value；When there is unbalanced moment,
It should be by《Code for design of concrete structures》（GB50010）The regulation of 7.7.5 determines;
--- influential factor of sectional height：As h≤800mm, take=1.0, as h >=2000mm, take=0.9, therebetween
It is taken by linear interpolation；
--- concrete axial tensile strength design value；
--- the perimeter of critical cross-section：Apart from Local Loads or concentrate counter-force active area peripheryPlate vertical cross-section at/2
Least favorable perimeter;
--- effective depth of section takes the average value of the effective depth of section in two arrangement of reinforcement directions；
--- Local Loads or the influence coefficient for concentrating counter-force active area shape；
--- the influence coefficient of the ratio between critical cross-section perimeter and plate effective depth of section；
--- Local Loads or concentrate counter-force active area be rectangle when long side and short side ratio,It is not preferably greater than 4；
When<When 2, take=2；When for area circle, take=2；
--- the influence coefficient of plate-column structure center pillar type.Center pillar takes=40；Side column is taken=30；To corner post,
It takes=20。
2, the plate of stirrup or bent-up bar is configured
It should be met following condition by punching section：
Plate should be met the following requirements by punching bearing capacity：
When configuring stirrup
When configuring bent-up bar
In formula--- the whole stirrup areas of section intersected in 45 degree of punching failure cone oblique sections；
--- the whole bent-up bar areas of section intersected in 45 degree of punching failure cone oblique sections；
The angle of α --- bent-up bar and board bottom face.
The section other than punching failure cone to configuring punching shear reinforcement, should also be by formula（3）It carries out by punching bearing capacity
It calculates, at this point, the least favorable perimeter at 0.5 other than the punching failure cone for configuring punching shear reinforcement should be taken.
It is common by equivalent dead-load and dead load when the span of arch without beam is more than 6m or its adjacent span is unequal
The punching load acquired under effect should be multiplied by coefficient 1.1 and be used as punching load design value.When arch without beam adjacent span not
Deng, and length across the ratio between more than 4：3 or the ratio between two side gusset unbalanced moment of column and punching load design value be more than（C is column side
Or the bolumn cap length of side）When, stirrup should be set.
When there is reliable basis, the punching shear reinforcement of other effective forms can also be configured（Such as I word steel, channel steel, shear amchor bolt
With band steel U row hoops etc.）.
Recommend computational methods and existing literature according to specification, arch without beam, which calculates three kinds of computational methods, is respectively：1. experience
Y-factor method Y；2. Equivalent frame method；3. finite element.
The concrete grade of the hollow floor is C30, C35 and C40, and column section is less than 8.4m × 8.4m, column section
For 600 × 600cm；Column section is more than 8.4m × 8.4m, column section 900cm × 900cm；Floor height considers there is beam body system by clear height：
At least 2.9m；Without beam body system：3.0m；Similarly rounding is unified by this clear height for floor height；Span be 5 across；Plate thickness middle layer is by practical
Span value, no girder system take 2.5kN/m2。
The bearing capacity calculation of hollow floor：
To cast-in-place concrete hollow building roof structure, the material selection of all kinds of structural elements, every bearing capacity calculation should meet existing
National standard《Code for design of concrete structures》GB50010、《Seismic design provision in building code》The pertinent regulations of GB50011 etc..
When cassette ceiling carries out bearing capacity calculation according to internal force analysis result, the actual cross-section of cassette ceiling should be taken.
To considering that the cassette ceiling of Internal Force Redistribution, the section depth of compressive zone in normal section load bearing capacity calculation preferably meet
Following requirements：
χ≤t
T-compressive region minimum wing edge thickness in formula；
To other components, should meet《Reinforced concrete continuous beam and frame consider Internal Force Redistribution design discipline》CECS51：93
Relevant regulations.
When internal model is tube filler, to not configuring the edge-supported slab of stress stirrup in cast-in-place concrete hollow building roof, cut
Bearing capacity should be met the following requirements： V ≤0.7ζft(bw+D)ho+0.05Npo
Shearing force design value in formula within the scope of V-width bw+D；
ζ-shear calculation coefficient：To taking 1.3 along cylinder direction, 0.6 is taken to horizontal cylinder direction；
Rib width between bw-tube filler；
D-tube filler outer diameter；
Ho-effective depth of section；
Npo-width bw+D range inner section concrete normal direction prestressing force is equal to the longitudinal prestressing reinforcing bar and non-prestressed when zero
The resultant force of reinforcing bar, is pressed《Code for design of concrete structures》7.5.4 items regulation determines in GB 50010-2002.
When internal model is babinet, to the girt strip in cast-in-place concrete hollow building roof, shear resistance capacity calculates and arrangement of reinforcement structure
National standard should be met by making《Code for design of concrete structures》The pertinent regulations that Section 7.5 and Section 10.2 of GB 50010-2002.
To the plate-column structure of no beam, solid area is set, size and arrangement of reinforcement should be carried according to by punching around Ying Zhu
Power, which calculates, to be determined.Being calculated by punching bearing capacity for plate removes and should meet《Code for design of concrete structures》In GB 50010-2002
Outside the pertinent regulations of 7.7 sections and annex G, should still it meet the following requirements：
When 1, being provided with the concealed beam of stirrup in slab strips on columns, can be carried out by the 7.73rd article of above-mentioned specification by punching bearing capacity based on
It calculates；
2, when using by the orthogonal section steel cross bridging or stud shear reinforcement of column section, by punching bearing capacity calculating and
Detailing requiments should meet national current standard《Unbonded prestressed concrete structure technical regulation》The pertinent regulations of JGJ 92：
3, when supporting plate, bolumn cap is arranged, being checked by punching failure critical cross-section for most unfavorable combination should be selected：
4, it in addition to being considered as on slab-column connections critical cross-section by the unbalanced moment a0Munb of shear transfer, is transmitted by bending
Unbalanced moment (1-a0) Munb should be that (hs takes supporting plate and floor when having supporting plate by column or each 1.5hs in bolumn cap both sides by effective width
Thickness and) section in configuration longitudinal tensile reinforcing bar undertake；
5, it should be met the following requirements by the continuous longitudinal reinforcement area of section of column section along two major axes orientations：
fyAs+fpyAp≥NG
The continuous regular reinforcement total cross-sectional area of As-board bottom in formula；The reinforcing bar of anchoring is bent in column section opposite side to one end,
Area of section is calculated by half；
The continuous deformed bar total cross-sectional areas of Ap-；To the reinforcing bar that one end is anchored in column section opposite side, area of section presses one
Half calculates；
Axiss of a cylinder of the NG-under the effect of floor face representative value of gravity load is to pressure design value；
The tensile strength design value of fy, fpy-regular reinforcement, deformed bar.
To the plate-column structure with beam, load bearing beam power, plate should be met the following requirements by the calculating of punching bearing capacity：
1, beam should be by the shearing force design value and consideration and corresponding moment of flexure, torque that vertical load in regulation distribution subordinate area generates
Collective effect takes and calculates progress bearing capacity calculation in section as defined in the 4.5.9 articles of this regulation；
2, as μ >=1, plate does not consider to be calculated by punching bearing capacity；As 0 ＜ μ ＜ 1, plate is calculated as follows to be carried by punching
Power：
Fl, eq≤Flu (5.1.7)
Do not consider the part that beam onboard, under plate protrudes, only to consider the effective depth of section of floor in calculating.Fl in formula,
The equivalent massing force of eq-plate-column structure, by national standard《Code for design of concrete structures》GB 50010-2002 annex G
Regulation determine that Fl, Munb, Munb in annex G formula (G.0.1-1), (G.0.1-3), (G.0.1-5), x, Munb, y should all
It is multiplied by（1-μm）μm for calculate in each beam μ average value；
Flu-is by punching bearing capacity design value, by national standard《Code for design of concrete structures》GB 50010-2002 formula
The right-hand component of (7.7.1-1) calculates.
The concrete grade without beam type basement bottom board is C30 and C40, and column section is less than 8.4m × 8.4m, column
Section is 600 × 600cm；Column section is more than 8.4m × 8.4m, column section 900cm × 900cm；Span be 5 across；Reinforcing bar grade is
HRB400 and HRB500；Bottom plate bottom protective layer thickness is 50mm, and base top protective layer thickness is 20mm.
Superstructure economic design influence factor
Influence factor relational model is established to superstructure economic analysis based on mathematical method, conceptually obtains the grade of influence factor
Other and relationship, in calculating below, to be obtained accurately with data analysis as a result, main consider following 5 influence factors：
（1）Span S1
（2）Load S2
（3）Material S3
（4）Crack S4
（5）Construction factor S5
The relationship that influences each other between superstructure economic design principal element can indicate to see Fig. 1 with a half-angle matrix.
Explanation：V indicates that Si influences other factors；A indicates that other factors influence Si；VA indicates Si with other factors mutual shadow
It rings
According to the relationship that influences each other of superstructure economic design principal element, its adjacency matrix can be obtained：
Explanation：
1）SiWith SjAnd SiWith SjMutual relationship, i.e. adjacency matrix element aij=1, aji=1；
2）SiWith SjAnd SiWith SjIt is irrelevant, i.e. adjacency matrix element aij=0, aji=0；
3）SiWith SjThere are relationship, SiWith SjIt is irrelevant, i.e. adjacency matrix element aij=1, aji=0；
4）Si is irrelevant with Sj, and Si and Sj has relationship, i.e. adjacency matrix element aij=0, aji=1；
Then by adjacency matrix（1）Obtain adjacency matrix：
According to adjacency matrix（2）, obtain reachability matrix：
According to reachability matrix, the reachable set R of all factors is calculated（Si）, preceding factor A（Si）, R（Si）With A（Si）Intersection see below
Table
Influence factor intersection 1
Can master factor S3, S5 reachable set be equal to its preceding set of factors and reachable set intersection, i.e. R（S3）= A（S3）∩R
（S3）, R（S5）= A（S5）∩R（S5）, so factor S3, S5 is the superlative degree of hierarchy Model.Material and construction factor by
The influence of other each factors, other any factors change and can all influence material and construction factor.
Similarly, after removing factor S3, S5, new reachable set and cause collection relation table is formed, see the table below：
Influence factor intersection 2
The reachable set of factor S4 is equal to the intersection of its preceding set of factors and reachable set, i.e. R as seen from table（S4）= A（S4）∩R
（S4）, so factor S4 is time superlative degree of hierarchy Model.
After removing factor S4, new reachable set and cause collection relation table are formed, see the table below：
Influence factor intersection 3
And so on obtain third level：S1, S2.
The rank obtained according to above step can rearrange adjacency matrix（1）：
With reason adjacency matrix（3）With reachability matrix（4）：
By the partition of the level of level, obtains superstructure economic design principal element structural model, see Fig. 2.
Reflect the influence relationship between three-level, relationship is to transmit in figure, such as：S1, S2 directly affect S4, then pass through S4 shadows
Ring S3, S5.
As it can be seen that the structural model of superstructure economic influence factor is established based on mathematical method, to all floor system shadows
The factor of sound is most importantly span and load, according to the correlation between each major influence factors in structural model, different journeys
Each factor of change of degree, is conducive to the scientific guidance in structure design, distributes rationally, start with from concept, in conjunction with actual design meter
It calculates as a result, obtaining the influence of each factor from generalization and the comprehensive analysis of quantization, floor system.
The concept logic relational graph obtained according to the above mathematical modeling is analyzed with practical calculate, counts steel content and coagulation
Soil amount, analyzes five kinds of major influence factors, and conceptual relation and quantitative relationship are arranged, obtain accurately influencing result.
Case is embodied, the present invention will be further described below：
Embodiment 1
One, unidirectional rib-beam floor frame designs analytic process：
It determines and calculates operating mode：It is determined according to load, crack and material and calculates operating mode；
Section is estimated：Under set operating mode, different beam sections are selected, carry out economic analysis；
Tentative calculation determines section：To under set operating mode, carrying out tentative calculation to different beam sections and being determined optimal by preliminary cost estimate
Beam section；
Hand computation steel content：Calculate the steel content and concrete amount under each operating mode optimal section, calculate need to consider reinforcing bar anchoring,
Bending etc.；
As a result it verifies：Meet《Mixed rule》Each component parameter：Intensity, amount of deflection, crack, detailing requiments.
As a result：The concrete grade of unidirectional rib-beam floor frame is C30, C35 and C40, and column section is less than 8.4m × 8.4m, and column is cut
Face is 600 × 600cm；Column section is more than 8.4m × 8.4m, column section 900cm × 900cm；Floor height considers there is beam body by clear height
System：At least 2.9m；Without beam body system：3.0m；Similarly rounding is unified by this clear height for floor height；Span be 5 across；Plate thickness middle layer is by real
Border span value, basement roof thickness is considered by 180mm, relatively economical for 200mm plate thickness；Live load has beam body system to take
4.0kN/m2Or 3.5kN/m2, no girder system takes 2.5kN/m2。
Two, two-way rib-beam floor frame designs analytic process：
It determines and calculates operating mode：It is determined according to load, crack and material and calculates operating mode；
Section is estimated：Under set operating mode, different beam sections are selected, carry out economic analysis；
Tentative calculation determines section：To under set operating mode, carrying out tentative calculation to different beam sections and being determined optimal by preliminary cost estimate
Beam section；
Hand computation steel content：Calculate the steel content and concrete amount under each operating mode optimal section, calculate need to consider reinforcing bar anchoring,
Bending etc.；
As a result it verifies：Meet《Mixed rule》Each component parameter：Intensity, amount of deflection, crack, detailing requiments.
As a result：The concrete grade of two-way rib-beam floor frame is C30, C35 and C40, and column section is less than 8.4m × 8.4m, and column is cut
Face is 600 × 600cm；Column section is more than 8.4m × 8.4m, column section 900cm × 900cm；Floor height considers there is beam body by clear height
System：At least 2.9m；Without beam body system：3.0m；Similarly rounding is unified by this clear height for floor height；Span be 5 across；Plate thickness middle layer is by real
Border span value, basement roof thickness is considered by 180mm, relatively economical for 200mm plate thickness；Live load has beam body system to take
4.0kN/m2Or 3.5kN/m2, no girder system takes 2.5kN/m2。
Three, big plate haunch Design of Floors analytic process：
It determines and calculates operating mode：It is determined according to load, crack and material and calculates operating mode；
Section is estimated：Under set operating mode, different beam sections are selected, carry out economic analysis；
Tentative calculation determines section：To under set operating mode, carrying out tentative calculation to different beam sections and being determined optimal by preliminary cost estimate
Beam section；
Hand computation steel content：Calculate the steel content and concrete amount under each operating mode optimal section, calculate need to consider reinforcing bar anchoring,
Bending etc.；
As a result it verifies：Meet《Mixed rule》Each component parameter：Intensity, amount of deflection, crack, detailing requiments.
As a result：The concrete grade of big plate haunch superstructure is C30, C35 and C40, and column section is less than 8.4m × 8.4m, and column is cut
Face is 600 × 600cm；Column section is more than 8.4m × 8.4m, column section 900cm × 900cm；Floor height considers there is beam body by clear height
System：At least 2.9m；Without beam body system：3.0m；Similarly rounding is unified by this clear height for floor height；Span be 5 across；Plate thickness middle layer is by real
Border span value, basement roof thickness is considered by 180mm, relatively economical for 200mm plate thickness；Live load has beam body system to take
4.0kN/m2Or 3.5kN/m2, no girder system takes 2.5kN/m2。
Four, oblique pull beam Design of Floors analytic process：
It determines and calculates operating mode：It is determined according to load, crack and material and calculates operating mode；
Section is estimated：Under set operating mode, different beam sections are selected, carry out economic analysis；
Tentative calculation determines section：To under set operating mode, carrying out tentative calculation to different beam sections and being determined optimal by preliminary cost estimate
Beam section；
Hand computation steel content：Calculate the steel content and concrete amount under each operating mode optimal section, calculate need to consider reinforcing bar anchoring,
Bending etc.；
As a result it verifies：Meet《Mixed rule》Each component parameter：Intensity, amount of deflection, crack, detailing requiments.
As a result：The concrete grade of oblique pull beam superstructure is C30, C35 and C40, and column section is less than 8.4m × 8.4m, column section
For 600 × 600cm；Column section is more than 8.4m × 8.4m, column section 900cm × 900cm；Floor height considers there is beam body system by clear height：
At least 2.9m；Without beam body system：3.0m；Similarly rounding is unified by this clear height for floor height；Span be 5 across；Plate thickness middle layer is by practical
Span value, basement roof thickness is considered by 180mm, relatively economical for 200mm plate thickness；Live load has beam body system to take
4.0kN/m2Or 3.5kN/m2, no girder system takes 2.5kN/m2。
Five, hollow floor designs analytic process：
It determines and calculates operating mode：It is determined according to load, crack and material and calculates operating mode；
Section is estimated：Under set operating mode, different beam sections are selected, carry out economic analysis；
Tentative calculation determines section：To under set operating mode, carrying out tentative calculation to different beam sections and being determined optimal by preliminary cost estimate
Beam section；
Hand computation steel content：Calculate the steel content and concrete amount under each operating mode optimal section, calculate need to consider reinforcing bar anchoring,
Bending etc.；
As a result it verifies：Meet《Mixed rule》Each component parameter：Intensity, amount of deflection, crack, detailing requiments.
As a result：The concrete grade of the hollow floor is C30, C35 and C40, and column section is less than 8.4m × 8.4m, column
Section is 600 × 600cm；Column section is more than 8.4m × 8.4m, column section 900cm × 900cm；Floor height considers there is beam by clear height
System：At least 2.9m；Without beam body system：3.0m；Similarly rounding is unified by this clear height for floor height；Span be 5 across；Plate thickness middle layer is pressed
Practical span value, no girder system take 2.5kN/m2。
Six, analytic process is designed without beam type basement bottom board：
It determines and calculates operating mode：It is determined according to load, crack and material and calculates operating mode；
Section is estimated：Under set operating mode, different beam sections are selected, carry out economic analysis；
Tentative calculation determines section：To under set operating mode, carrying out tentative calculation to different beam sections and being determined optimal by preliminary cost estimate
Beam section；
Hand computation steel content：Calculate the steel content and concrete amount under each operating mode optimal section, calculate need to consider reinforcing bar anchoring,
Bending etc.；
As a result it verifies：Meet《Mixed rule》Each component parameter：Intensity, amount of deflection, crack, detailing requiments.
As a result：The concrete grade without beam type basement bottom board be C30 and C40, column section be less than 8.4m ×
8.4m, column section are 600 × 600cm；Column section is more than 8.4m × 8.4m, column section 900cm × 900cm；Span be 5 across；Steel
Muscle grade is HRB400 and HRB500；Bottom plate bottom protective layer thickness is 50mm, and base top protective layer thickness is 20mm.
Claims (8)
1. a kind of basement floor system, it is characterised in that the basement floor system includes：
Beam and slab type superstructure, including unidirectional rib-beam floor frame, two-way rib-beam floor frame, big plate haunch superstructure or oblique pull beam superstructure, individual event rib
Beam superstructure is made of plate, secondary beam and girder, is supported on wall and column；Two-way rib-beam floor frame by plate and both direction beam or wall group
At；Big plate haunch superstructure is the building cover structure formed using the tablet with oblique armpit；Oblique pull beam superstructure is among rectangular slab along right
The superstructure of Vierendeel girder is arranged in linea angulata；
Board-like superstructure, including arch without beam and hollow floor；Arch without beam is that plate is supported directly upon on column；Hollow floor is to pass through
Cast-in-place solid hidden girder combines closely to form the flat Vierendeel girder of reinforcement with lower flange on cast-in-situ hollow building roof；
Pure basement waterproofing bottom plate, including beam and slab type basement bottom plate and without beam type basement bottom board；Beam and slab type basement bottom plate
It is divided into as no secondary beam basement bottom board and has secondary beam basement bottom board；Using the basement floor constructions form of no secondary beam, bottom plate
Load reaches girder by plate and reaches column and basis again；Be conducive to reduce bottom plate using there is the basement floor constructions form of secondary beam
Thickness, floor load reach secondary beam by plate and reach column and basis again to girder.
2. basement floor system according to claim 1, it is characterised in that the concrete of the unidirectional rib-beam floor frame
Grade is C30, C35 and C40, and column section is less than 8.4m × 8.4m, and column section is 600 × 600cm；Column section be more than 8.4m ×
8.4m, column section 900cm × 900cm；Floor height considers there is beam body system by clear height：At least 2.9m；Without beam body system：3.0m；Floor height
By this clear height, similarly rounding is unified；Span be 5 across；Plate thickness middle layer presses practical span value, and basement roof thickness is examined by 180mm
Consider, it is relatively economical for 200mm plate thickness；Live load has beam body system to take 4.0kN/m2Or 3.5kN/m2, no girder system takes 2.5kN/
m2。
3. basement floor system according to claim 1, it is characterised in that the concrete of the two-way rib-beam floor frame
Grade is C30, C35 and C40, and column section is less than 8.4m × 8.4m, and column section is 600 × 600cm；Column section be more than 8.4m ×
8.4m, column section 900cm × 900cm；Floor height considers there is beam body system by clear height：At least 2.9m；Without beam body system：3.0m；Floor height
By this clear height, similarly rounding is unified；Span be 5 across；Plate thickness middle layer presses practical span value, and basement roof thickness is examined by 180mm
Consider, it is relatively economical for 200mm plate thickness；Live load has beam body system to take 4.0kN/m2Or 3.5kN/m2, no girder system takes 2.5kN/
m2。
4. basement floor system according to claim 1, it is characterised in that the concrete of the big plate haunch superstructure
Grade is C30, C35 and C40, and column section is less than 8.4m × 8.4m, and column section is 600 × 600cm；Column section be more than 8.4m ×
8.4m, column section 900cm × 900cm；Floor height considers there is beam body system by clear height：At least 2.9m；Without beam body system：3.0m；Floor height
By this clear height, similarly rounding is unified；Span be 5 across；Plate thickness middle layer presses practical span value, and basement roof thickness is examined by 180mm
Consider, it is relatively economical for 200mm plate thickness；Live load has beam body system to take 4.0kN/m2Or 3.5kN/m2, no girder system takes 2.5kN/
m2。
5. basement floor system according to claim 1, it is characterised in that the concrete etc. of the oblique pull beam superstructure
Grade is C30, C35 and C40, and column section is less than 8.4m × 8.4m, and column section is 600 × 600cm；Column section be more than 8.4m ×
8.4m, column section 900cm × 900cm；Floor height considers there is beam body system by clear height：At least 2.9m；Without beam body system：3.0m；Floor height
By this clear height, similarly rounding is unified；Span be 5 across；Plate thickness middle layer presses practical span value, and basement roof thickness is examined by 180mm
Consider, it is relatively economical for 200mm plate thickness；Live load has beam body system to take 4.0kN/m2Or 3.5kN/m2, no girder system takes 2.5kN/
m2。
6. basement floor system according to claim 1, it is characterised in that the arch without beam basement and multilayer
The height of bolumn cap is no less than the thickness h of plate in building；The thickness of supporting plate is no less than h/4.
7. basement floor system according to claim 1, it is characterised in that the concrete grade of the hollow floor
For C30, C35 and C40, column section is less than 8.4m × 8.4m, and column section is 600 × 600cm；Column section is more than 8.4m × 8.4m,
Column section 900cm × 900cm；Floor height considers there is beam body system by clear height：At least 2.9m；Without beam body system：3.0m；Floor height presses this
Similarly rounding is unified for clear height；Span be 5 across；Plate thickness middle layer presses practical span value, and no girder system takes 2.5kN/m2。
8. basement floor system according to claim 1, it is characterised in that the no beam type basement bottom board mixes
Solidifying soil grade is C30 and C40, and column section is less than 8.4m × 8.4m, and column section is 600 × 600cm；Column section be more than 8.4m ×
8.4m, column section 900cm × 900cm；Span be 5 across；Reinforcing bar grade is HRB400 and HRB500；Bottom plate bottom protective layer thickness is
50mm, base top protective layer thickness are 20mm.
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| CN201710720743.XA CN108412032A (en) | 2017-08-22 | 2017-08-22 | A kind of basement floor system |
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| CN201710720743.XA CN108412032A (en) | 2017-08-22 | 2017-08-22 | A kind of basement floor system |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112131677A (en) * | 2020-08-03 | 2020-12-25 | 上海建工一建集团有限公司 | Checking calculation method for analyzing bearing capacity of building structure beam and floor slab |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106121035A (en) * | 2016-08-12 | 2016-11-16 | 长沙远大住宅工业集团股份有限公司 | A kind of overlapping assembled integral basement of flat slab system |
| CN205894280U (en) * | 2016-08-12 | 2017-01-18 | 长沙远大住宅工业集团股份有限公司 | Hollow superstructure beam -columns system's integral basement of coincide assembly |
| CN205894279U (en) * | 2016-08-12 | 2017-01-18 | 长沙远大住宅工业集团股份有限公司 | Integral basement of coincide assembly of hollow superstructure system of no roof beam |
| CN206815630U (en) * | 2017-04-26 | 2017-12-29 | 云南省设计院集团 | A kind of superstructure for saving construction material |
-
2017
- 2017-08-22 CN CN201710720743.XA patent/CN108412032A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106121035A (en) * | 2016-08-12 | 2016-11-16 | 长沙远大住宅工业集团股份有限公司 | A kind of overlapping assembled integral basement of flat slab system |
| CN205894280U (en) * | 2016-08-12 | 2017-01-18 | 长沙远大住宅工业集团股份有限公司 | Hollow superstructure beam -columns system's integral basement of coincide assembly |
| CN205894279U (en) * | 2016-08-12 | 2017-01-18 | 长沙远大住宅工业集团股份有限公司 | Integral basement of coincide assembly of hollow superstructure system of no roof beam |
| CN206815630U (en) * | 2017-04-26 | 2017-12-29 | 云南省设计院集团 | A kind of superstructure for saving construction material |
Non-Patent Citations (5)
| Title |
|---|
| ，广州容柏生建筑工程设计事务所: "地下室楼盖结构经济性比较（2014）", 《HTTPS://WENKU.BAIDU.COM/VIEW/C5E48C28F242336C1FB95E2D.HTML》 * |
| 侯龙文: "《房地产·建筑设计成本优化管理》", 31 May 2016 * |
| 宋喜顺: "采用ISM（解释结构模型）方法对侧式站房结构体系与工程投资关系的研究", 《铁道标准设计》 * |
| 王华辉: "地下室楼盖结构选型及经济分析", 《施工技术》 * |
| 郑卫: "地下室结构优化设计", 《工业建筑》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112131677A (en) * | 2020-08-03 | 2020-12-25 | 上海建工一建集团有限公司 | Checking calculation method for analyzing bearing capacity of building structure beam and floor slab |
| CN112131677B (en) * | 2020-08-03 | 2024-02-27 | 上海建工一建集团有限公司 | Checking calculation method for analyzing bearing capacity of building structural beam and floor slab |
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