CN107201778A - A kind of oblique rod-pulling type individual layer spherical greenhouse grid shell structure system and its design method - Google Patents

A kind of oblique rod-pulling type individual layer spherical greenhouse grid shell structure system and its design method Download PDF

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CN107201778A
CN107201778A CN201710462625.3A CN201710462625A CN107201778A CN 107201778 A CN107201778 A CN 107201778A CN 201710462625 A CN201710462625 A CN 201710462625A CN 107201778 A CN107201778 A CN 107201778A
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reticulated
grid
pull bar
shell
pulling type
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CN107201778B (en
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张中昊
范峰
付强
汪可欣
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Northeast Agricultural University
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Northeast Agricultural University
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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
    • E04B1/32—Arched structures; Vaulted structures; Folded structures
    • A—HUMAN NECESSITIES
    • A01—AGRICULTURE; FORESTRY; ANIMAL HUSBANDRY; HUNTING; TRAPPING; FISHING
    • A01G—HORTICULTURE; CULTIVATION OF VEGETABLES, FLOWERS, RICE, FRUIT, VINES, HOPS OR SEAWEED; FORESTRY; WATERING
    • A01G9/00—Cultivation in receptacles, forcing-frames or greenhouses; Edging for beds, lawn or the like
    • A01G9/14—Greenhouses
    • 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
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A40/00—Adaptation technologies in agriculture, forestry, livestock or agroalimentary production
    • Y02A40/10—Adaptation technologies in agriculture, forestry, livestock or agroalimentary production in agriculture
    • Y02A40/25—Greenhouse technology, e.g. cooling systems therefor

Abstract

The invention discloses a kind of oblique rod-pulling type individual layer spherical greenhouse grid shell structure system and its design method, belong to wide-span greenhouse space structure design technical field in civil engineering.Oblique pull bar is set outside grid diagonal angle and/or reticulated shell face in grid shell structure system, including two-way grid type Reticulated Domes, two-way grid type Reticulated Domes.Design method is：Latticed shell structure model is set up, oblique pull bar scheme is designed；Carry out elastoplasticity whole process analysis using FEM-software ANSYS, the structural design scheme of oblique rod-pulling type individual layer spherical greenhouse grid shell structure system is verified and determined in the influence of analysis pull bar arrangement form and prestressing force to spherical greenhouse reticulated shell ultimate load.The present invention arranges that pull bar enhances structure in-plane stiffness in two-way grid surface, arrange that pull bar enhances structure Out-of Plane Stiffness outside reticulated shell face, apply the bearing capacity that a range of prestressing force improves structure simultaneously, structure is possessed the advantages of printing opacity is good, consumptive material is small, rigidity is big.

Description

A kind of oblique rod-pulling type individual layer spherical greenhouse grid shell structure system and its design method
Technical field
Present invention relates particularly to a kind of oblique rod-pulling type individual layer spherical greenhouse grid shell structure system and its design method, belong to Wide-span greenhouse space structure design technical field in civil engineering.
Background technology
Reticulated Domes good appearance, grid configuration is various, and the engineering for being widely used in large-span space structure is set In meter.The most common grid configuration of Reticulated Domes mainly has triangle and quadrangle, is examined in terms of reticulated shell consumptive material, daylighting Consider, quadrangle sphere net case is better than triangle, but quadrangle sphere net case rigidity is relatively low, stability is poor.With the increasing of span Greatly, how to strengthen Reticulated Dome Structures Out-of Plane Stiffness to ensure that the stability of Single-layer Spherical Lattice Shell Structure turns into the key of design Place.The domestic research about Reticulated Domes stability, has been achieved for great successes, but relevant in individual layer ball Arrange that the design of pull bar not yet occurs, and lacks the case history of this class formation at present outside veil shell surface.
The content of the invention
Therefore, for the above-mentioned deficiency of prior art, the object of the invention aims to provide a kind of oblique rod-pulling type individual layer sphere Greenhouse grid shell structure system.
Specifically, oblique rod-pulling type individual layer spherical greenhouse grid shell structure system, including two-way grid type Reticulated Domes, Oblique pull bar is set outside grid diagonal angle and/or reticulated shell face in the two-way grid type Reticulated Domes.
Further, the oblique pull bar is prestressed draw-bar, and oblique pull bar uses 20 bar steels.
The invention also discloses the design method of above-mentioned oblique rod-pulling type individual layer spherical greenhouse grid shell structure system, the side Method is：
Latticed shell structure model is set up, oblique pull bar scheme is designed；
Carry out elastoplasticity whole process analysis using FEM-software ANSYS, analysis pull bar arrangement form and prestressing force are to ball The influence of surface green house reticulated shell ultimate load, and then verify and determine the knot of oblique rod-pulling type individual layer spherical greenhouse grid shell structure system Structure design.
Further, instability modes and rod member plasticity distributional analysis are also included in methods described.
Further, the distribution of rod member plasticity is also included in methods described to reticulated shell Stability analysis, it is initial to lack Fall into the impact analysis load mal-distribution of ultimate load to reticulated shell Stability analysis.
Further, Stability Checking method is plasticity discount coefficient method, plasticity reduction coefficient c in methods describedpTable Show, reduction coefficient obtained according to formula one by 95% fraction,
The beneficial effects of the present invention are：
In summary, the oblique rod-pulling type individual layer spherical greenhouse grid shell structure system that the present invention is provided, it is existing to solve The problem of two-way grid type Reticulated Domes rigidity is low, it is proposed that the arrangement in latticed shell structure face and outside face, effectively The rigidity for enhancing structure, improve the bearing capacity of structure.Using FEM-software ANSYS, extensive parameter has been carried out Analysis, has investigated the influence of pull bar arrangement form and prestressing force to wide span single layer spherical greenhouse reticulated shell ultimate load.As a result table Bright, ratio of rise to span is bigger, and pull bar is more notable to the effect for improving greenhouse ultimate load, likewise as the increase of greenhouse span, the limit Load increasing degree is bigger.
Arrange that pull bar form makes structural limits load averagely improve in 50%, face and arranges that pull bar form makes outside face in face Structural limits load averagely improves 58%.Prestressed tension rod effectively enhances structure integral rigidity, and greenhouse span is bigger, arrow Across than smaller, prestressing force effect is more obvious.Under 30kN prestressing force effects, the pole of 30m, 40m, 50m span greenhouse latticed shell structure Limit load, which is carried, averagely improves 9%, 25%, 50%.The ultimate load of rod-pulling type greenhouse reticulated shell is with the change of ratio of rise to span not by load point The influence of cloth form difference, all as incremental regular change, the average increasing degree of ultimate load is presented in the increase of ratio of rise to span For 20%, with the increase of span and corresponding grid number, the increasing degree that ultimate load changes with ratio of rise to span is slightly obvious.
Research showed that, because the influence of material nonlinearity considerably reduces the bearing capacity of reticulated shell, influence finished in the past The stability of structure.The present invention investigates material non-thread by having carried out elasticity, elastoplasticity whole process analysis to every greenhouse reticulated shell Influence of the property to such rod-pulling type greenhouse reticulated shell system, obtained analytic statistics result can be used as rod-pulling type spherical greenhouse reticulated shell The foundation that how this quantitatively considers material nonlinearity influence in Practical Project.As a result show：It is different with other sphere net cases, material Expect the non-linear influence to rod-pulling type individual layer greenhouse reticulated shell ultimate load less, and ratio of rise to span is smaller, the shadow of material nonlinearity Sound is smaller.
The present invention arranges that pull bar enhances structure in-plane stiffness in two-way grid surface, and pull bar enhancing is arranged outside reticulated shell face Structure Out-of Plane Stiffness, while applying a range of prestressing force to pull bar, is greatly improved the bearing capacity of structure, makes big Span greenhouse structure possesses the advantages of printing opacity is good, consumptive material is small, rigidity is big.
Brief description of the drawings
Rod-pulling type sphere net case schematic diagram when Fig. 1 a, Fig. 1 b are n=8.
Fig. 2 a, Fig. 2 b are the ultimate load schematic diagram before and after 30m, 50m span Reticulated Domes cloth bar respectively；
Fig. 3 a, Fig. 3 b are that span 30m reticulated shells are pre- in pull bar under the conditions of n=8, f/b=1/7 and n=12, f/b=1/6 respectively Load-displacement the Complete Curve schematic diagram under stress.
Fig. 4 is the rod-pulling type Single-layer Spherical Lattice Shell Structure ultimate load of different spans with the change schematic diagram of ratio of rise to span.
Fig. 5 is the plasticity reduction coefficient distribution schematic diagram that defect is b/300 different spans sphere net cases.
Embodiment
The embodiment to the present invention is illustrated below in conjunction with the accompanying drawings：
The present invention includes two technical schemes of oblique rod-pulling type individual layer spherical greenhouse grid shell structure system and its design method, In the present embodiment, by the analysis of design process, the reasonability and advantage of the grid shell structure system that the checking present invention is provided.
Two-way grid type Reticulated Domes are directed in the present embodiment, it is considered to arrange drawing outside grid diagonal angle and reticulated shell face Bar, develops novel pull rod type Reticulated Domes system.Carry out the elastoplasticity overall process point of system using FEM-software ANSYS Analysis, the validity of pull bar arrangement form is proved by the change of ultimate load before and after cloth bar；Pass through instability modes, moulding development point The characteristic responses such as cloth, investigate pull bar arrangement form, prestressed tension rod, ratio of rise to span, initial geometrical defect and load mal-distribution Influence etc. factor to reticulated shell ultimate load.
Structural model
The present embodiment improves structure integral rigidity using cloth rod type different with two kinds outside face in face, forms rod-pulling type list Layer sphere net case system.Reticulated shell span b takes 30m, 40m, 50m respectively, and correspondence grid number is respectively n=8,10,12, strut lengths The 3/4 of rise is taken, is routinely designed, reticulated shell rod member uses section for f146 × 8.0 (mm) round steel pipe, pole and pull bar are used F20 rod irons, rod-pulling type sphere net case schematic diagram when Fig. 1 a, Fig. 1 b are n=8.
All nodes in reticulated shell edge apply displacement constraint in x, y, z three-dimensional, and consider 3 kinds of ratio of rise to span f/b=1/5,1/ 6th, 1/7, material uses Q235 steel, E=2.06E11MPa, density is 7850kg/m3.Load assignment form for it is full across uniform and Half, across uniform two kinds, gives the live load mal-distribution form of latticed shell structure, it is contemplated that the four of live load p and dead load g The ratio of kind：P/g=0,1/4,1/2,3/4.
Reticulated shell bar cross section totally 32 points, 1-32 numerals are point number, and 32 expression total cross-sections enter plasticity.Draw Bar (only tension) uses link180 units, with functions such as plasticity, large deformation and big strains.It is critical by the 1st of structure herein Payload values utilize characteristic value defect modal method by the lowest-order feature of structure as ultimate load in extensive Parameter analysis Buckling mode as initial geometrical defect least favorable pdf pattern, the maximum r of defect take respectively reticulated shell ripple it is wide 1/250, 1/300th, 1/500,1/750 and 1/1000.
The influence of pull bar arrangement form and prestressing force to ultimate load
The influence of cloth rod type
This part by arrange pull bar form improve Reticulated Domes bearing capacity, investigate cloth rod type to greatly across Spend the influence of sphere net case stability.Fig. 2 a, Fig. 2 b sets forth the pole before and after 30m, 50m span Reticulated Domes cloth bar Limit load is carried.Corresponding 3 curves of different ratios of rise to span indicate no pull bar, arrangement pull bar in face, arrange pull bar 3 outside in face and face respectively Load-displacement the Complete Curve in the case of kind.
As a result show, ratio of rise to span is bigger, pull bar is more notable to improving reticulated shell ultimate load effect, likewise as reticulated shell span Increase, reticulated shell ultimate load increasing degree is bigger.Arrange that pull bar form makes reticulated shell ultimate load averagely improve 50% in face, Arrange that pull bar form makes reticulated shell ultimate load averagely improve 58% in face and outside face.
The influence of prestressed tension rod
Research showed in the past, and applying certain limit prestressing force to grid diagonal angle pull bar improves latticed shell structure flexing lotus Carry, influence of the prestressing force to structural behaviour be can not ignore.This part applies a range of by temperature load opposite draw-in bar Prestressing force (0-30kN), investigates influence of the prestressed tension rod to reticulated shell ultimate load.Steel linear expansion coefficient takes 1.2 × 10-5, draw Bar prestressing force N and apply temperature load Δ T relational expression and be
N=EA αL·ΔT
EA is the extensional rigidity of pull bar, a in formulaLFor linear expansion coefficient, Δ T is temperature increment.
Span 30m reticulated shells are pre- in pull bar under the conditions of Fig. 3 a, Fig. 3 b give n=8, f/b=1/7 and n=12, f/b=1/6 Load-displacement the Complete Curve under stress.Reticulated shell span is bigger, and ratio of rise to span is smaller, and prestressing force effect is more obvious.It is pre- in 30kN Under stress, span averagely improves 9%, 25%, 50% for the ultimate load of 30m, 40m, 50m reticulated shell.
Instability modes and moulding development distribution
Instability modes
Instability modes of the Reticulated Domes at critical point moment when analyzing ratio of rise to span f/b=1/5.With other forms sphere Reticulated shell is similar, and regional area unstability is developing progressively larger local dent since maximum displacement node flexing.With reticulated shell across Significant change does not occur for the increase of degree and grid number, reticulated shell unstable position, and reticulated shell outer rim is globally in the concave shape of 3 half-waves Formula.During the complete reticulated shell n=8 of two-way grid type under balanced load effect, binding side outer rim counts the second ring central node unstability, When n=10, n=12, binding side outer rim counts the 3rd ring central node unstability；Unstability under non-symmetrical load effect occurs in lotus Larger side is carried close to second and third ring center of binding side, this is due to that the surrender of regional area rod member causes reticulated shell can not Continue to carry, making the ultimate load of structure reduces.
Rod member plasticity is distributed
At the critical point moment, the lower reticulated shell pull bar of balanced load effect enters position and the distribution of corresponding axle power of plasticity.It is right Claim also to be symmetric into plasticity draw rod positions under load action, to be partial to load larger for pull bar plasticity position under non-symmetrical load After side, the excessive entrance plasticity of rod stress, the internal force for linking rod member with pull bar two ends is also significantly increased.
Analyze the plasticity of balanced load and non-symmetrical load effect lower peripheral surface reticulated shell rod member after critical point moment and unstability Develop distribution situation.Rod member is concentrated mainly at maximum displacement node into plasticity position, and the instability modes with reticulated shell are corresponding. The lower reticulated shell rod member of non-symmetrical load effect causes bar mainly due to rod member local coordinate y directions moment of flexure is excessive at maximum displacement node Part axial direction internal force is excessive to enter plasticity in advance, and this, which is that regional area is moulding, develops the embodiment excessively concentrated.The larger side of load Two ring center rod member total cross-sections enter plasticity, and larger depression occurs for the node being connected with rod member, corresponding with instability modes, this When the node can not bear to continue to load, reticulated shell loses bearing capacity in advance.
Impact analysis of the various factors to reticulated shell stability
Rod member plasticity is distributed
Fig. 4 gives the rod-pulling type Single-layer Spherical Lattice Shell Structure ultimate load of different spans with the change of ratio of rise to span.Pull bar The ultimate load of formula Reticulated Domes is not influenceed with the change of ratio of rise to span by load distribution form difference, all with ratio of rise to span Increase incremental regular change is presented, the average increasing degree of ultimate load is 20%, with span and corresponding grid number Increase, the increasing degree that ultimate load changes with ratio of rise to span is slightly obvious.
The influence of initial imperfection
Analyze the load-displacement the Complete Curve of initial geometrical defect lower peripheral surface reticulated shell.Analysis limit load is with defect ratio Example change curve.From the results of view, the ultimate load of reticulated shell is not influenceed by span, is all reduced as the increase of geometrical defect is presented Trend, reticulated shell span is bigger, and reduction amplitude is more obvious, and ratio of rise to span f/b=1/6, the ultimate load of span 50m reticulated shells are by defect shadow Ring maximum.Defect is compared for b/250 reticulated shell ultimate load with complete reticulated shell averagely reduces by 37%.
Analyze the lowest-order buckling mode and critical point moment rod member y direction moment of flexure of the complete reticulated shells of span 50m.Analyze b/ Reticulated shell under 250 defects is in the plasticity distribution at critical point moment and corresponding y directions moment of flexure.Complete reticulated shell the critical point moment without Rod member enters the reticulated shell under plasticity, b/250 defects at the critical point moment since some bars at the 2nd diagonal node of ring reticulated shell center Part enters plasticity in advance, and this is to be influenceed to make node junction rod member y directions moment of flexure is excessive to cause by reticulated shell defect, causes reticulated shell Ultimate load is greatly lowered.
The asymmetrically distributed influence of load
Present aspect has carried out whole process analysis to three kinds of spans, three kinds of ratios of rise to span by four kinds of load combination ratios, resulting Certain regularity is presented in curve.Different with other sphere net cases, rod-pulling type sphere net case is more quick to load asymmetry effect Sense, load mal-distribution ratio is bigger, and ultimate load reduction amplitude is bigger, with the increasing of reticulated shell span and correspondence grid number Plus, reticulated shell ultimate load is influenceed reduction slightly obvious by load mal-distribution.Under unsymmetrical loading p/g=3/4 effects, net Shell ultimate load averagely reduces by 39%, is primarily due in the case where unsymmetrical loading is acted on, and the arrangement of face draw-in bar makes only to be partial to lotus The increase of larger side rod member internal force is carried, unilateral shell surface rigidity is improve only, and the smaller side shell surface rigidity of load is without being obviously improved.
Analyze under load asymmetry effect, the ultimate load of five defective sphere net case is advised with the change of load assignment form Rule.Reticulated shell the Complete Curve has certain regularity under different defects, and load asymmetry is more notable, the reduction of reticulated shell ultimate load Amplitude is bigger, and reticulated shell ultimate load is reduced to minimum value when defect r is the 1/250 of span.Reticulated shell rod member is analyzed in critical point The plasticity distribution at quarter and correspondence moment of flexure.As can be seen that the sphere net case under load asymmetry effect is in the larger side of load Regional area node occur buckling deformation cause around rod member enter plasticity, defective reticulated shell is faced due to the influence of defect, arrival Rod member y directions moment of flexure crosses ambassador's regional area rod member in advance into plasticity during boundary's point moment, and related two side gusset loses simultaneously Surely, the bearing capacity of reticulated shell is considerably reduced, rod-pulling type Reticulated Domes is also demonstrated and belongs to weld defect control structure.
Stability Checking method-plasticity discount coefficient method
Research showed that, because the influence of material nonlinearity considerably reduces the bearing capacity of reticulated shell, influence finished in the past The stability of structure.The present invention is examined by the way that every rod-pulling type Reticulated Domes have all been carried out with elasticity, elastoplasticity whole process analysis Influence of the material nonlinearity to such rod-pulling type reticulated shell system is examined, obtained analytic statistics result can be used as rod-pulling type sphere net Shell in Practical Project this how quantitatively to consider material nonlinearity influence foundation.
Plasticity reduction coefficient cpRepresent, be the ratio of elastic-plastic ultimate load and elastic ultimate load.Advised according to reticulated shell Journey JGJ61-2003 suggestion, carry out reticulated shell elastoplasticity whole process analysis when, initial imperfection should by span 1/300 value. Fig. 5 gives the plasticity reduction coefficient that defect is b/300 different spans sphere net cases and is distributed.Reticulated shell of the present invention to three kinds of spans If the suggestion reduction coefficient tried to achieve by 95% fraction according to formula one is：Span 30m：cp=0.83；Span 40m：cp= 0.92；Span 50m：cp=0.96.
Different with other sphere net cases, influence of the material nonlinearity to rod-pulling type Reticulated Domes ultimate load is little, And ratio of rise to span is smaller, the influence of material nonlinearity is smaller.
The grid shell structure system and its design method of the present invention, the individual layer spherical greenhouse latticed shell structure phase with prior art Than with advantages below：
By the statistical analysis to reticulated shell ultimate load before and after cloth bar, the validity of pull bar arrangement form is demonstrated.Reticulated shell Span is bigger, and pull bar is more obvious to the effect for improving reticulated shell bearing capacity.
The importing of prestressed tension rod improves the ultimate load of reticulated shell to some extent, when reticulated shell span is 50m, reticulated shell Ultimate load averagely improves 50%.
Instability modes of the rod-pulling type sphere net case at the critical point moment have certain regularity, and unstability region occurs in reticulated shell Outer rim middle position, it is rigidity weakness zone to illustrate reticulated shell outer rim, it is proposed that instability area should be with due regard to increased in Practical Project Bar cross section.
Influence of the initial imperfection to rod-pulling type Reticulated Domes ultimate load is larger, from the point of view of statistical result, reticulated shell across Degree is bigger, and it is more obvious to be reduced amplitude by defective effect reticulated shell ultimate load.
Different with conventional sphere net case, load asymmetry effect reduces the bearing capacity of reticulated shell in various degree, when not right When claiming load assignment p/g=3/4, reticulated shell ultimate load averagely reduces by 39%.
Shown by the statistical analysis to plasticity reduction coefficient, influence of the material nonlinearity to reticulated shell stability bearing capacity is not Greatly, plasticity reduction coefficient is more than 0.7.
Above achievement in research provides necessary theoretical foundation for the engineer applied of rod-pulling type sphere net case system, for carrying The bearing capacity and stability of high two-way grid type Reticulated Domes, the arrangement of pull bar can give full play to material Can, remarkable in economical benefits.
Described above is the preferred embodiment of the present invention, it is noted that for those skilled in the art For, on the premise of principle of the present invention is not departed from, some improvements and modifications can also be made, these improvements and modifications It should be regarded as protection scope of the present invention.

Claims (6)

1. a kind of oblique rod-pulling type individual layer spherical greenhouse grid shell structure system, including two-way grid type Reticulated Domes, it is special Levy and be, oblique pull bar is set outside grid diagonal angle and/or reticulated shell face in the two-way grid type Reticulated Domes.
2. oblique rod-pulling type individual layer spherical greenhouse grid shell structure system as claimed in claim 1, it is characterised in that the oblique Pull bar is prestressed draw-bar, and oblique pull bar uses 20 bar steels.
3. a kind of design method of oblique rod-pulling type individual layer spherical greenhouse grid shell structure system as claimed in claim 1, it is special Levy and be, methods described is：
Latticed shell structure model is set up, oblique pull bar scheme is designed；
Elastoplasticity whole process analysis is carried out using FEM-software ANSYS, analysis pull bar arrangement form and prestressing force are to sphere temperature The influence of room reticulated shell ultimate load, verifies and determines the structure design side of oblique rod-pulling type individual layer spherical greenhouse grid shell structure system Case.
4. oblique rod-pulling type individual layer spherical greenhouse grid shell structure system design method as claimed in claim 3, it is characterised in that Also include instability modes and rod member plasticity distributional analysis in methods described.
5. oblique rod-pulling type individual layer spherical greenhouse grid shell structure system design method as claimed in claim 3, it is characterised in that Also include the distribution of rod member plasticity in methods described to reticulated shell Stability analysis, influence of the initial imperfection to ultimate load Load mal-distribution is analyzed to reticulated shell Stability analysis.
6. oblique rod-pulling type individual layer spherical greenhouse grid shell structure system design method as claimed in claim 3, it is characterised in that Stability Checking method is plasticity discount coefficient method, plasticity reduction coefficient c in methods describedpRepresent, by 95% fraction Reduction coefficient is obtained according to formula one,
CN201710462625.3A 2017-06-09 2017-06-09 Diagonal pull rod type single-layer spherical greenhouse latticed shell structure system and design method thereof Expired - Fee Related CN107201778B (en)

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CN109190231B (en) * 2018-08-24 2023-04-28 中建中原建筑设计院有限公司 Folded plate reticulated shell parametric modeling method based on grasshopper
CN112854456A (en) * 2019-11-28 2021-05-28 广西大学 Single-layer latticed shell structure with high node defect and component damage tolerance
CN110984386A (en) * 2019-12-24 2020-04-10 河北农业大学 Method for judging dynamic buckling of single rod of single-layer latticed shell structure under earthquake action
CN113802695A (en) * 2021-08-31 2021-12-17 烟台大学 Spherical reticulated shell roof structure stiffened by crossed cables

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