CN103469918B - The fire-resistant Optimization Design of the two-way compartment floor of metro depot steel concrete - Google Patents
The fire-resistant Optimization Design of the two-way compartment floor of metro depot steel concrete Download PDFInfo
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- CN103469918B CN103469918B CN201310428808.5A CN201310428808A CN103469918B CN 103469918 B CN103469918 B CN 103469918B CN 201310428808 A CN201310428808 A CN 201310428808A CN 103469918 B CN103469918 B CN 103469918B
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Abstract
The invention provides the fire-resistant Optimization Design that a kind of metro depot and upper cover build the two-way compartment floor of steel concrete between property, comprise following steps: first set up floor numerical model by Finite Element Method according to arbitrary loading condition, divide finite element mesh, calculate and draw overdo after amount of deflection-time graph, find out the flex point of curvature on curve; Subdivision node searching method is adopted to determine the distribution of flex point place yield line and go out to cut with scissors the joint rotation amount in cross section; According to the material property of concrete and rebar under relevant temperature, calculated film power and the Section resistance at yield line place by plastic hinge amount of spin, determine the corresponding Residual Load Bearing Capacity of plate that overdoes; Calculate fire resistance period and the Residual Load Bearing Capacity of the steel reinforced concrete two-way slab that overdoes accordingly, and carry out optimal design.The inventive method can the two-way compartment floor of detailed predicting steel concrete actual fire resistance period with overdo after Residual Load Bearing Capacity, can reducing to reach the construction cost increased required for 3 hours fire limit times, reaching the object of saving construction cost.
Description
Technical field
The present invention relates to fire-fighting domain, especially building fire safety design, in particular to a kind of metro depot upper cover building property Reinforced Concrete Double to compartment floor
fire resistanceoptimization Design.
Background technology
Recent year subway construction enters Rapid development stage, and in order to make full use of city soil body resource, subway construction unit can carry out the exploitation of metro depot upper cover building property usually.Specifically, build large-scale steel concrete compartment floor on concentrated administrative center's building top of parking subway train exactly and carry out structural shape conversion, and sell as commercial residential buildings at conversion layer top construction civilian construction.
Have enough safeties in order to ensure upper cover property building when fire occurs, steel concrete compartment floor must meet the requirement of more than 3 hours fire endurance time.But, the building refractory design standard of current China is mostly only for the two-way floor of ordinary residence steel concrete, do not make special design code to this special circumstances of upper cover building property, the longest reinforced concrete floor fire resistance period therefore can found from specification is at present only 2.5 hours.Usual needs adopt extra engineering measure to carry out fire prevention process, specifically comprise: compartment floor soffit is smeared fire resisting paint comprehensively, increased thickness of concrete cover and in topping, arrange steel concrete mesh sheet etc.The construction cost that these engineering measures increase is often up to up to ten million unit.And in fact; for the two-way compartment floor of steel concrete; the constraint of its surrounding consolidation can produce significant Beneficial Effect to the fire resistance period of effective extension plate; simultaneously after reinforcement yielding goes out hinge, the film effect in plate face also can the fire resistance period of extension plate effectively; and in the fire resistance actual design of the two-way floor of current steel concrete; usually conservatively can ignore these two kinds of advantageous effects, and shorten the design fire resistance period of this compartment floor.Urgently develop a kind of Optimization Design at present, the actual fire resistance of the two-way compartment floor of this steel concrete can be considered with becoming more meticulous, to reach the object of scientific design, saving construction cost.
Summary of the invention
The object of the invention is the fire-resistant Optimization Design providing the two-way compartment floor of a kind of metro depot steel concrete, pass through FEM (finite element) calculation, take into full account the advantageous effect of the clamped constraint of steel reinforced concrete two-way slab surrounding and film effect, the actual fire resistance period of the two-way compartment floor of detailed predicting steel concrete and the Residual Load Bearing Capacity after overdoing, and reduce to reach the construction cost increased required for more than 3 hours fire endurance time, saving construction cost.
For reaching above-mentioned purpose, the technical solution adopted in the present invention is as follows:
An Optimization Design for the two-way compartment floor of steel concrete, comprises the following steps:
Step 1: adopt Finite Element Method, set up the finite element numerical model of floor, and by model partition grid, material properties, constrained attributes and load attribute are set;
Step 2: according to normal temperature line of load, S.I biogas engine is applied to the model having divided grid, and carry out structural calculation, obtain floor at the deflection value of the different phase in the time period that overdoes, and draw the amount of deflection-time curve of the floor that overdoes accordingly, data all gather the finite element numerical model from floor;
Step 3: indicate aforementioned overdoing the time---the flex point of amount of deflection relation curve mean curvature;
Step 4: utilize subdivision node searching method, obtains the yield line position corresponding to aforementioned flex point, that is: the region of yield line and the distance at floor edge;
Step 5: according to the plastic hinge node location corresponding to the flex point obtained, draws plastic hinge line chart, and from result of calculation, extract the node rotation amount occurring the plastic hinge corresponding time; The method extracted extracts in the result data files by model generation;
Step 6: according to Section resistance and the film power of yield line position, determine the Residual Load Bearing Capacity of floor.
In preceding method, floor is adopted to the stress and strain model FEM (finite element) model of some, restraint condition adopts arbitrary loading.In preceding method, when adopting the yield line position corresponding to subdivision node searching method determination flex point: first by model of slabs along a direction (as X to) be divided into several regions, number consecutively, then first mesh refinement is carried out to the 1st region, all the other area grids are constant, carry out finite element numerical calculating to model of slabs; Concrete steps are: load normal temperature line of load to the model having divided grid, carry out thermal field and amount of deflection calculates within the predetermined time of overdoing; After this same operation being carried out to each region, being namely encrypted moving in parallel of district by setting up multiple model; By several times computing by the amount of deflection change Comprehensive Correlation after the encryption of whole floor, if sectional curvature is increased sharply after reinforcement yielding, then show that cross section occurs plastic hinge, concentration of plastic deformation develops; This step is namely found out curvature in X, Y-direction and is started change and the node increased sharply in the short time in plate, analyzes accordingly and obtains occurring the region of plastic hinge and the distance at floor edge, realize yield line plane positioning.
In preceding method, determine the Residual Load Bearing Capacity of floor in the following way:
1) the drag q that film effect is considered in cross section is gone out to cut with scissors
r:
q
r＝eq
f
In formula:
E is the enhancement coefficient considering bearing capacity of floor slab after film effect under high temperature; q
ffor floor is at normal temperatures by the ultimate bearing capacity that yield line theory is determined; B is floor short side dimension; m
1, m
2to be respectively in floor yield line and yield line place unit width ultimate bending moment in both direction; m
iIfor yield line place unit width ultimate bending moment on edges of boards circle; ξ is the parameter determining yield line position;
2) the unit width ultimate bending moment m on the yield line of floor
udesign formulas:
Wherein: A
sfor unit width area of the pulled steel;
for reinforcement yielding intensity under temperature T; h
0for reinforcing bar is made a concerted effort apart from the ultimate range of floor upper surface; F '
cfor concrete cubic compressive strength.
3) the Residual Load Bearing Capacity M of floor
cT:
In formula:
for whole cross section concrete strength reduces coefficient; f
cfor concrete crushing strength; B is breadth of section; X is concrete stress figure depth of compression zone; h
0for interface effective height.S
iconcrete area in region ,-pressure zone i-th;
-the i-th region inner concrete compressive strength reduces coefficient, can according to the average temperature T in the i-th region in existing specification
icheck in intensity.
From the above technical solution of the present invention shows that, the invention has the beneficial effects as follows the advantageous effect having taken into full account the constraint of plate arbitrary loading and film effect in computational process, the fire-resistant potential of floor can be given full play to, reduce structure fire-resistant cost, reach the object of optimal design.
The present invention just can run into based on when metro depot being built Estate Development, general building iron concrete slab is used in " metro depot upper cover building property compartment floor " this specific occasion, because can not require the fire resistance period reaching 3 hours.This compartment floor is the equal of support the basis that floor is built aloft, once breaking out of fire, sufficiently long fire resistance period must be had less to ensure its degree of injury, overall situation about destroying can not occur because fire causes this floor to support top-out.Institute mainly solves this current an open question in the process of the present invention.This method, for the optimal design of Suzhou Line 2 Metro peaceful rolling stock section upper cover steel concrete compartment floor, adopts this method to eliminate purchase cost and the construction cost of brush fireproof paint at the bottom of whole plate, and accumulative construction fund of saving is more than 30,000,000 yuan.
Accompanying drawing explanation
Fig. 1 is the flow chart of the Optimization Design realizing the two-way compartment floor of steel concrete.
Fig. 2 is steel concrete two-way compartment floor numerical model schematic diagram.
Fig. 3 is subdivision node searching method schematic diagram.
Fig. 4 is the plastic hinge line chart after all sprouting.
Fig. 5 is the vertical deflection-time plot of plate and the corner amount-time plot of plate Centroid.In figure: Y
1, θ
1for vertical deflection value and the plastic hinge corner amount of the plate after overdo 150 minutes (2.5 hours), it within 150 minutes, is wherein the longest fire resistance period in current specification; Y
t, θ
tfor 180 minutes (3 hours) the vertical deflection value of plate and the plastic hinge corner amount afterwards that overdo; Y
limfor the vertical deflection theory limit value according to compartment floor, θ
maxthe plastic hinge corner amount that during for reaching limit value, compartment floor is corresponding.Can see that the flex point of ejecting plate Centroid curvature-time graph overlaps substantially with the flex point of plate amount of deflection-time graph.The rate of change of amount of deflection compares curvature variation comparatively greatly, and this is mainly because the progressively appearance of yield line is with caused by development.
Detailed description of the invention
In order to more understand technology contents of the present invention, institute's accompanying drawings is coordinated to be described as follows especially exemplified by specific embodiment.
As Figure 1-4, according to preferred embodiment of the present invention, the fire-resistant Optimization Design of the two-way compartment floor of metro depot steel concrete, comprises the following steps:
Step 1: adopt finite element method, set up the numerical model of arbitrary loading two-way concrete slab concrete floor, and by model partition grid, material properties, constrained attributes and load attribute are set.
As Fig. 2, in the present embodiment, adopt 10 × 10 stress and strain model FEM (finite element) model to floor, restraint condition adopts arbitrary loading.
Step 2: load normal temperature line of load to the model having divided grid, carries out structural calculation within the predetermined time of overdoing, draw the plate that overdoes time-amount of deflection relation curve, and obtain floor at the whole deflection value overdoed in the time.
Step 3: calibrate aforementioned overdoing the time---the flex point of amount of deflection relation curve mean curvature.
Overdo in process at concrete floor, the temperature at the bottom of plate raises, Stress of plate interior distribution again.Due to the clamped constraint of plate and the film power effect in plate face, the amount of deflection of plate is increased mild in early stage.Arrive certain hour (as in this example when 120 minutes) when the time of overdoing, there is plastic hinge in plate in reinforcement lost strength, amount of deflection is undergone mutation.Overdoing the later stage, the film effect due to plate face makes concrete slab amount of deflection enter strain, and amount of deflection increases and slows down.And these changes above time-deflection curve on embodiment, be namely several curvature flex points occurred in curve mean curvature, and calibrated.
Step 4: utilize subdivision node searching method, obtains the yield line position corresponding to aforementioned flex point, that is: the distance at plastic hinge node and floor edge.
Time corresponding to corner position, from result of calculation, extract the beam slab deflection data of corresponding time, and draw amount of deflection distribution map.Because the size of demarcation strip is comparatively large, in the present embodiment, finite element 10 × 10 stress and strain model result can meet for structure and Temperature calculating, but can not determine that the position of yield line appears in the difference load time accurately.Therefore adopt subdivision node searching method determination yield line.As shown in Figure 3, first by plate along X to being divided into several regions, such as 10 regions, are designated as 1 ~ 10 successively; Then first carry out mesh refinement to 1 region, all the other area grids are constant, carry out computing to model; After this again same operation being carried out to 2 ~ 10 regions, being namely encrypted moving in parallel of district by setting up multiple model.Like this, by 10 modeling computings by the amount of deflection change Comprehensive Correlation after the encryption of whole floor, the distance of the region distance panel edges producing plastic hinge is analyzed accurately, i.e. the position of yield line.
Step 5: according to flex point institute the corner amount of place, yield line position node corresponding time is extracted to yield line position drafting plastic hinge line chart.
In this step, according to the yield line scope obtained by subdivision node searching method, draw plastic hinge line chart, draw node rotation amount and time chart, as shown in Figure 5, and according to the time that flex point occurs, the corner amount of place, yield line position node corresponding time is extracted.
Step 6: according to yield line position Section resistance and film power, determine the Residual Load Bearing Capacity of different time floor.
In the present embodiment, determine the Residual Load Bearing Capacity of floor in the following way:
1) the drag q that film effect is considered in hinge cross section is obtained out
r:
By q
r=eq
f
Wherein: e is the enhancement coefficient considering bearing capacity of floor slab after film effect under high temperature; q
ffor floor is at normal temperatures by the ultimate bearing capacity that yield line theory is determined; B is floor short side dimension; m
1, m
2to be respectively in floor yield line (i.e. yield line) place unit width ultimate bending moment in both direction; m
iIfor yield line place unit width ultimate bending moment on edges of boards circle; ξ is the parameter determining yield line position;
2) the unit width ultimate bearing moment of flexure m on floor yield line is obtained
u:
Wherein: A
sfor unit width area of the pulled steel;
for reinforcement yielding intensity under temperature T; h
0for reinforcing bar is made a concerted effort apart from the ultimate range of floor upper surface; F '
cfor concrete cylindrical compressive strength.
3) the Residual Load Bearing Capacity M of plate is obtained
cT:
In formula
Wherein:
for whole cross section concrete strength reduces coefficient; f
cfor concrete crushing strength; B is breadth of section; X is concrete stress figure depth of compression zone; h
0for interface effective height.S
iconcrete area in region ,-pressure zone i-th;
-the i-th region inner concrete compressive strength reduces coefficient, can according to the average temperature T in the i-th region in existing specification
icheck in intensity.
Visible, adopt the Optimization Design of the present embodiment, owing to adding the constraint of clamped end and the consideration of film effect in computational process, the fire-resistance potential of floor can be given full play to, reduce structure fire-resistant cost, reach and demarcation strip fire resistance is optimized.
Although the present invention with preferred embodiment disclose as above, so itself and be not used to limit the present invention.Persond having ordinary knowledge in the technical field of the present invention, without departing from the spirit and scope of the present invention, when being used for a variety of modifications and variations.Therefore, protection scope of the present invention is when being as the criterion depending on those as defined in claim.
Claims (3)
1. the fire-resistant Optimization Design of the two-way compartment floor of metro depot steel concrete, is characterized in that, comprise the following steps:
Step 1: adopt Finite Element Method, set up the numerical model of the two-way compartment floor of steel concrete according to arbitrary loading, and by model partition grid, material properties, constrained attributes and load attribute are set;
Step 2: according to normal temperature line of load, S.I biogas engine is applied to the model having divided grid, temperature computation is carried out within the predetermined time of overdoing, obtain the vertical deflection value of finite element numerical model in the predetermined different time sections overdoed in the time of floor, and draw the amount of deflection-time curve of the floor that overdoes accordingly, data all gather the finite element numerical model from floor;
Step 3: the flex point indicating aforesaid time-amount of deflection relation curve mean curvature;
Step 4: utilize subdivision node searching method, obtains the yield line position corresponding to aforementioned flex point, that is: the distance of each plastic hinge node and floor both sides of the edge;
Step 5: plastic hinge line chart is drawn to each plastic hinge node by the flex point institute according to having obtained, and extracts the corner amount of place, yield line position node corresponding time from result of calculation; The method extracted is, in the result data files that Numerical modelling generates, find corresponding data;
Step 6: according to yield line position Section resistance and film power, determine the Residual Load Bearing Capacity of floor;
In preceding method, floor is adopted to the stress and strain model FEM (finite element) model of some, restraint condition adopts arbitrary loading;
In preceding method, when adopting the yield line position corresponding to subdivision node searching method determination flex point: first by model of slabs along X to being divided into several regions, number consecutively, then first mesh refinement is carried out to the 1st region, all the other area grids are constant, carry out finite element numerical calculating to floor numerical model; Concrete steps are: load normal temperature line of load to the numerical model having divided grid, carry out thermal field and amount of deflection calculates within the predetermined time of overdoing; After this same operation being carried out to each region, being namely encrypted moving in parallel of district by setting up multiple numerical model; By several times computing by the amount of deflection change Comprehensive Correlation after the encryption of whole model of slabs, if sectional curvature is increased sharply after reinforcement yielding, then show that cross section occurs plastic hinge, concentration of plastic deformation develops; This step is namely found out curvature in X, Y-direction and is started change and the node increased sharply in the short time in plate, analyzes the distance drawing region and the floor edge occurring plastic hinge accordingly.
2. method for designing according to claim 1, is characterized in that, determines the Residual Load Bearing Capacity of floor in preceding method in the following way:
1) the Section resistance q that film effect is considered in cross section is gone out to cut with scissors
r:
q
r＝eq
f
Wherein: e is the enhancement coefficient considering bearing capacity of floor slab after film effect under high temperature; q
ffor floor is at normal temperatures by the ultimate bearing capacity that yield line theory is determined; B is floor short side dimension; m
1, m
2to be respectively in floor yield line and yield line place unit width ultimate bending moment in both direction; m
iIfor yield line place unit width ultimate bending moment on edges of boards circle; ξ is the parameter determining yield line position;
2) the unit width ultimate bearing moment of flexure m on floor yield line
u:
Wherein: A
sfor unit width area of the pulled steel;
for reinforcement yielding intensity under temperature T; h
0for reinforcing bar is made a concerted effort apart from the ultimate range of floor upper surface; F '
cfor concrete cubic compressive strength.
3. method for designing according to claim 1, is characterized in that, determines the Residual Load Bearing Capacity of floor in preceding method in the following way:
1) the drag q that film effect is considered in hinge cross section is obtained out
r:
By q
r=eq
f
Wherein: e is the enhancement coefficient considering bearing capacity of floor slab after film effect under high temperature; q
ffor floor is at normal temperatures by the ultimate bearing capacity that yield line theory is determined; B is floor short side dimension; m
1, m
2to be respectively in floor yield line and yield line place unit width ultimate bending moment in both direction; m
iIfor yield line place unit width ultimate bending moment on edges of boards circle; ξ is the parameter determining yield line position;
2) the unit width ultimate bearing moment of flexure m on floor yield line is obtained
u:
Wherein: A
sfor unit width area of the pulled steel;
for reinforcement yielding intensity under temperature T; h
0for reinforcing bar is made a concerted effort apart from the ultimate range of floor upper surface; F '
cfor concrete cylindrical compressive strength;
3) the Residual Load Bearing Capacity M of floor
cT:
In formula:
Wherein:
for whole cross section concrete strength reduces coefficient; f
cfor concrete crushing strength; B is breadth of section; X is concrete stress figure depth of compression zone; h
0for interface effective height; S
iconcrete area in region ,-pressure zone i-th;
-the i-th region inner concrete compressive strength reduces coefficient, can according to the average temperature T in the i-th region in existing specification
icheck in intensity.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105926675B (en) * | 2016-06-21 | 2018-01-02 | 柏涛国际工程设计顾问（深圳）有限公司 | Closed the lid lower integral mixed structure for metro depot |
| CN107832510A (en) * | 2017-10-30 | 2018-03-23 | 李昌霖 | Prestressed concrete flexural member Residual Load Bearing Capacity simplified calculation method after a kind of high temperature |
| CN109902431B (en) * | 2019-03-13 | 2022-11-29 | 湖北文理学院 | Reinforcing steel bar material configuration optimization method and system |
| CN110569545A (en) * | 2019-08-06 | 2019-12-13 | 湖北大成空间科技股份有限公司 | Method for determining deflection and internal force of prefabricated combined type cavity floor |
| CN111608315B (en) * | 2020-06-08 | 2021-07-13 | 百安力钢结构应用科技有限公司 | Fire-resistant composite floor slab and fire resistance testing method thereof |
| CN113312751A (en) * | 2021-04-26 | 2021-08-27 | 中国矿业大学 | Method for calculating bearing capacity of concrete continuous plate under different boundary conditions |
| CN113627056B (en) * | 2021-08-03 | 2023-09-19 | 中国矿业大学 | Calculation method for limit load after failure of building roof and roof corner post based on fire disaster |
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Patent Citations (5)
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| CN101799843A (en) * | 2010-03-12 | 2010-08-11 | 哈尔滨工业大学深圳研究生院 | Fireproof performance evaluation method of concrete member of water-injection hollow steel pipe and application |
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