CN115853124A - Tensioning arch rigid frame bin and construction method thereof - Google Patents

Abstract

The invention relates to the field of grain storage bin construction, in particular to a tensioning arch rigid frame bin and a construction method thereof, which are used for relieving the technical problems of air leakage, small rigidity of a rigid frame folding Liang Cang, large deformation, high cost and the like of the conventional bent frame bin; the two rigid columns are positioned on two sides of the arc arch and connected with the end points of the arc arch, the connecting joint can transfer bending moment, and the two rigid columns and the arc arch are integrally connected to form a rigid frame arch; the steel strand is positioned in the rigid frame arch, and two ends of the steel strand are respectively connected with the rigid frame arch; the steel strand is loaded with a prestress. The tensioning arch rigid frame bin provided by the scheme has the advantages of high rigidity, small deformation, strong external load resistance, low foundation cost, high prestress reliability and simplicity in construction.

Description

Tensioned arch rigid frame bin and construction method thereof

Technical Field

The invention relates to the technical field of granaries, in particular to a tension arch rigid frame bin and a construction method thereof.

Background

The horizontal grain warehouse has the advantages of low cost, short construction period, convenient management, flexible use and the like, so the horizontal grain warehouse becomes a main warehouse type for grain storage. The grain horizontal warehouse mainly adopts a framed bent system horizontal warehouse with a prefabricated arch plate roof, a prefabricated double-T plate roof, a prefabricated broken line type roof truss and a prestressed large roof plate, and a cast-in-situ broken Liang Wumian rigid frame system horizontal warehouse which is used for improving the grain storage quality in recent years; 370mm walls are selected as the wall thickness of more, 490mm walls are selected as well, the spacing of the bins is generally 4-6 m, the grain storage stacking height is 6m and 7m, the span is 21-30 m, and the bin volume can generally reach 10000-20000 t.

The prestressed concrete double-T plate and prefabricated broken line type large roof truss has the advantages of large span, strong bearing capacity, flexible spatial arrangement, reasonable and optimized section by adopting prestressed ribs, material saving and lower manufacturing cost, and is a warehouse type with the minimum overall manufacturing cost at present. Wherein the prefabricated broken line type large roof truss is more widely applied. The main defects of the prestressed concrete double-T plate and the prefabricated broken line type large roof truss are that the prestressed concrete double-T plate and the prefabricated broken line type large roof truss are single-layer roof panels, the heat insulation performance is relatively poor, the air permeability phenomenon is easy to occur in the joints among prefabricated parts and the joints between the prefabricated parts and the top end of a wall body, the air tightness is reduced, and therefore the quality of reserves is affected.

The arch plate bin is a plane truss system consisting of an upper chord thin-wall groove-shaped plate, a lower chord thin-wall groove-shaped plate, a partition plate and a diagonal draw bar, and is prefabricated and formed on site by a pre-tensioning method. The novel roof truss has the defects that the manufacturing cost is slightly higher than that of a double-T plate and a broken-line type large roof truss, but the phenomenon of air leakage is easily caused between the abutted seams. The requirement of grain storage on air tightness is high, and if air leakage exists, the quality of stored grains can be influenced; in the process of grain storage, strict requirements can be met on the temperature of grain storage, the temperature is increased, the nutrient elements of grain can be burnt, air conditioners and ventilators can be installed in some warehouses, air leakage increases energy consumption, and the use cost is increased.

After the arch bar bin, a cast-in-place rigid frame fold Liang Cang appears in the market, please refer to fig. 2, the rigid frame fold Liang Cang is a rigid frame system flat-house bin, the roof herringbone fold beam is rigidly connected with the top of the column to form a plane rigid frame, and the roof panel and the fold beam are cast in place integrally. This horizontal warehouse has solved the not tight problem of framed bent system horizontal warehouse (arch bar storehouse) piece, utilizes the roofing again to roll over the higher height of roof beam, arranges the double-deck board, rolls over the cast-in-place board of roof beam lower floor concrete, and the upper strata is rearmounted profiled sheet, through ventilating between the double-deck board, energy saving and consumption reduction keeps warm. But the disadvantages are also obvious: 1. the cost of the roof cast-in-place system is high; 2. the beam column node is rigid connection, and the roof load generates larger bending moment and thrust at the node, so that the internal force of the rigid column bottom is far greater than that of the bent frame tie column, and the foundation treatment cost is obviously increased.

CN201835413U discloses an arch corrugated steel roof which can enhance the bearing capacity through guy cables, wherein oblique pull rods and transverse pull rods are arranged between upright posts on two sides of the roof, and when the oblique pull rods and the transverse pull rods are tightened, the roof can be organized to be arched and deformed outwards. The purpose of such a pull rod is to tighten the roof without having the effect of counteracting the external load of the grain.

CN210658887U discloses a novel prestressing force arch corrugated steel roof system of bearing capacity reinforcing through cable rigid strut, is provided with the horizontally lower part cable between the both sides stand, and upper portion is equipped with the upper portion cable, but this kind of system is in order to solve the bearing capacity of roof, solves the load problem under the large-span.

CN201835413U, CN210658887U corrugated steel roof system is not suitable for the storage bin in the grain storage field, can not reach the heat preservation and the sealing performance of a single-storey house, has weak bearing capacity, and can only bear the self weight and the snow load of the roof, the live load of the roof, the overhaul load and the like. The light roof bin is generally applicable to a transit bin with a high transit rate, and the transit bin has low requirement on grain storage.

In conclusion, the existing arch bar cabin has the problems of air leakage, and the rigid frame folding Liang Cang has small rigidity and large deformation.

Disclosure of Invention

The invention provides a tensioning arch rigid frame bin and a construction method thereof, which are used for solving the technical problems of air leakage, small rigidity of a rigid frame folding Liang Cang and large deformation of the conventional arch plate bin.

In order to alleviate the technical problems, the technical scheme provided by the invention is as follows:

a tensioning arch rigid frame bin comprises a tensioning cable rigid frame unit, wherein the tensioning cable rigid frame unit comprises an arc arch, a rigid column and a steel strand;

the two rigid columns are positioned on two sides of the arc-shaped arch and connected with the end points of the arc-shaped arch, and the two rigid columns and the arc-shaped arch are integrally connected to form a rigid frame arch;

the steel strand is positioned in the rigid frame arch, and two ends of the steel strand are respectively connected with the rigid frame arch;

the steel strand is loaded with a prestress.

Further, in the present invention,

two steel columns positioned at two sides are vertical;

taking the intersection point of the vertex of one of the rigid columns and the arc arch as a first intersection point, and taking the second intersection point of the vertex of the other rigid column and the arc arch as a second intersection point;

one end of the steel strand is connected with the first intersection point, and the other end of the steel strand is connected with the second intersection point.

Further, in the present invention,

the steel strands are loaded with a prestressing force which gives the steel column a tendency to deviate towards the inside and gives the arched arch a tendency to arch upwards.

Further, in the present invention,

the curve equation of the arc arch is a parabolic curve y =4fx (L-x)/L2 or a general circular arc curve.

Further, in the present invention,

the steel strand is preset with a pretension load.

Further, in the present invention,

the rigid frame arch is integrally cast and molded.

Further, in the present invention,

and a grouting sleeve is embedded in the rigid frame arch, and is grouted after the steel strand stretches into the steel strand to fix the steel strand.

Further, in the present invention,

and a plurality of tensioning cable rigid frame units are arranged along the length direction of the horizontal warehouse at intervals.

Further, in the present invention,

the pile height of the tensioning arch rigid frame bin can reach 9m.

A construction method of a tension arch rigid frame bin comprises the following steps:

pouring concrete to form a rigid column to the top end of the wall body;

installing a roof arch shaft template and an arch plate template;

forming an arc arch and a roof: when the strength of the roof concrete reaches a preset strength value, removing the formwork of the roof arch shaft formwork to form an arc arch and removing the formwork of the arch plate formwork to form the roof;

installing prestressed steel strands: and applying prestress to lock two ends of the steel strand after the steel strand reaches a preset tension value.

The technical effect analysis is as follows:

the scheme is obviously different from a corrugated steel roof system or other systems (non-granary systems) in other fields, and although the corrugated steel roof system also adopts the design of a roof, a rigid column, a steel cable or a pull rod, the corrugated steel roof system cannot be applied to a storage bin, so that the requirements of grain storage on air tightness and heat preservation performance cannot be met; secondly, the bearing capacity is weaker, and the system is a bent structure and generally can only bear lighter loads such as the dead weight of a roof, snow load, the live load of the roof without people, maintenance load and the like. The storage bin is a heavy roof bin for ensuring the air tightness and the heat insulation of storage, and if the corrugated steel roof system needs to meet the requirements of the storage bin, the section of the corrugated steel roof system needs to be redesigned so as to improve the transverse rigidity of the corrugated steel roof system. Thirdly, during the actual stacking process of the grains, huge transverse pressure (external load) can be generated to the rigid column, the load is generally not considered in a general corrugated steel roof system or other systems (non-granary systems), and a cable designed by the corrugated steel roof system or other systems may not be suitable for use. At the beginning of the design of the granary, the influence of grain external load on the granary is considered, so in order to offset the grain external load, the existing designers apply prestress on the vault and the rigid column. To counteract the effect of external grain loading (as shown in fig. 6-8, wherein the black line represents the pre-stress curve before the grain is stacked, and the gray line represents the pre-stress curve after the grain is stacked, so as to ensure that the steel columns at two sides are vertical after the grain is stacked, and the arch cover is pressed down). In addition, the existing corrugated steel roof system mainly faces the problems of longitudinal load (such as snow pressure on the roof) or transverse load (such as wind load) outside the system, but the most important problem faced by the granary is the load generated by the grains themselves, the external load is small and negligible relative to the grain load, and the magnitude of the load generated by the grains is huge conceivably.

The basic concept of the scheme is to change the basic structure of the existing arch bar bin or rigid frame folding Liang Cang, realize the adjustment of the rigidity and the deformation of the arc arch and the rigid column by the prestressed steel strand, and not only realize larger rigidity and smaller deformation by matching with the integrally formed arc arch and rigid column, but also completely avoid the problem of air leakage.

In detail, the scheme can at least achieve the following technical effects:

1. after the tensioning cable is introduced, the integral rigidity of the structure is higher, the deformation is smaller, and the external load resistance is higher. And after the tension cable applies prestress, the internal force of the structural part can be counteracted, so that the cross section of the roof girder is reduced, the reinforcing bars are reduced, the reinforcing bars of the columns are reduced, the internal force of the column bottom is reduced, and the foundation cost is reduced.

2. The construction is simple, the tensioning load is not large in the tensioning process after the roof is poured and before grain is piled, the construction technical requirement is not high, and the general team with over-prestress construction can be competent.

3. Prestressing force reliability is high, even if appear stretching the cable and relax, and the maintenance operation is simple, clears away and to store up and to change stretching the cable entirely after the grain, and local replacement can support the post temporarily, carries out the replacement operation again.

Drawings

In order to more clearly illustrate the technical solutions of the embodiments of the present invention or related technologies, the drawings used in the description of the embodiments or related technologies will be briefly introduced below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without creative efforts.

FIG. 1 is a schematic view of a prior art dome silo structure;

FIG. 2 is a schematic diagram of a Liang Gangjia folded prior art;

FIG. 3 is a cross-sectional view of a guy rigid frame cabin provided by an embodiment of the invention;

FIG. 4 is a side view of a guy rigid frame cabin provided by the embodiment of the invention;

fig. 5 is a schematic view of the overall structure of the guy cable rigid frame cabin provided in the embodiment of the present invention;

fig. 6 shows the inhaul cable rigid frame cabin provided by the embodiment of the invention: 1.0 dead weight +1.0 additional dead load +1.0Ps prestress deformation simulation diagram;

fig. 7 is a deformation simulation diagram of the guy cable rigid frame silo according to the embodiment of the present invention, under the condition of applying 1.0 self weight +1.0 additional dead load +1.0LR roof live load +1.0Ps pre-stress deformation + full grain;

FIG. 8 is a simulated deformation of the Liang Gangjia folded cartridge before and after loading;

FIG. 9 shows the axial force of the bottom of the steel frame cabin;

FIG. 10 shows a bending moment at the bottom of a steel frame cabin of a guy cable;

FIG. 11 shows the shear force at the bottom of the steel cable frame bin;

FIG. 12 is a graph of column bottom axial force of Liang Gangjia bin;

FIG. 13 is a bending moment of Liang Gangjia bin column bottom;

FIG. 14 shows the Liang Gangjia column bottom shear.

Icon:

100-rigid frame arch; 110-arc arch; 120-steel column; 200-steel strand; 300-roof covering; 400-wall body.

Detailed Description

Example one

The embodiment discloses a tensioning arch rigid frame bin, please refer to fig. 1 to 14 together, which includes a tensioning cable rigid frame unit, the tensioning cable rigid frame unit includes an arc arch 110, a rigid column 120 and a steel strand 200;

the two rigid columns are positioned at two sides of the arc arch 110 and connected with the end points of the arc arch 110, and the two rigid columns and the arc arch 110 are integrally connected to form a rigid frame arch 100;

the steel strand 200 is positioned inside the rigid frame arch 100, and two ends of the steel strand are respectively connected with the rigid frame arch 100;

the steel strand 200 is loaded with a prestress.

In the alternative of this embodiment, it is preferable that the two steel columns on both sides are vertical; the intersection point of the vertex of one of the rigid columns and the arc arch 110 is taken as a first intersection point, and the second intersection point of the vertex of the other rigid column and the arc arch 110 is taken as a second intersection point; one end of the steel strand 200 is connected to the first intersection point and the other end is connected to the second intersection point.

In an alternative to this embodiment, the steel strands 200 are preferably pre-stressed such that the steel columns have a tendency to deflect inwardly and the arcuate arches 110 have a tendency to arch upwardly.

In the alternative of this embodiment, the curved line equation of the arc arch 110 is preferably a parabolic curve y =4fx (L-x)/L2 or a general circular curve.

In an alternative of this embodiment, the steel strand 200 is preferably pre-tensioned with a pre-tensioning load.

In an alternative of this embodiment, the rigid frame arch 100 is preferably integrally cast.

With respect to stiffness and deformation

Selecting a stretching arch rigid frame bin with the span of 24m and the column spacing of 6m, storing wheat, and heavily taking 8KN/m for the wheat ³ The flat stacking height is 7m, the upper chord arch curve is an arch plate upper chord curve, y =4fx (L-x)/L2, the rise f =4.25m, the upper chord arch is transited from 300x800mm to 300x600mm, and the lower chord is fptk =1860N/mm ² 56-phi s15.2 and 150KN of initial tension load. The roof is a thin-wall curved plate with the plate thickness of 100 mm.

Finite element modeling, see fig. 5: introducing the loads to the rigid columns, establishing 5 rigid frames in total, and selecting middle rigid frames for comparative analysis:

in order to study the deformation of the present solution under different loading states, this embodiment performs two simulation states:

the loading states of FIG. 6 are: application of: under the loading state, the main arch ring arches upwards by 3.4mm and the column shoulder deflects inwards by 1.8mm due to the 1.0 dead weight, the 1.0 additional dead load and the 1.0Ps prestress deformation.

The loading states of FIG. 7 are: 1.0 dead weight, 1.0 additional dead load, 1.0LR roof live load, 1.0Ps prestress deformation and full grain

Under the loading state (including grain load), the main arch ring is arched upwards and reduced to 1.3mm, and the column shoulder is deflected inwards and contracted to 0.7mm.

Comparative example

Referring to FIG. 8, the selection of the folding Liang Gangjia bins with span of 24m and column spacing of 6m, the storage of wheat and the severe wheat of 8KN/m ³ The flat pile height is 7m.

The horizontal displacement of the folded beam rigid frame bin reaches 30mm, the vertical deformation reaches 60mm, the vertical rigidity is weaker,

from the above example and comparative example data it can be seen that: compared with the Liang Gangjia folding silo, the tensioning arch rigid frame silo has large rigidity and small deformation.

(II) relating to the internal force of the column base

Since the column base internal force controls the size of the column section and the reinforcing bars thereof, and controls the foundation construction cost, the column base internal force of the tension arch rigid frame bin, the arch bar bin and the folding Liang Gangjia bin is studied as follows, please refer to fig. 8 to 14.

Considering that the horizontal bearing capacity of the pile is weaker when the pile foundation is adopted, the quantity of the piles is generally controlled by the horizontal load of the bottom of the pile. The comparison analysis of the time is carried out on the basic combined axial force (KN), the column bottom bending moment (KN.m) and the standard combined shear force (KN) of the column base.

	Basic combination	Basic combination	Standard combination
				Control cross section	Axial force at column bottom	Column bottom bending moment	Column bottom shearing force
Arch plate storehouse	1040	1482.6	429.2
				Folding Liang Gangjia storehouse	942.3	2714.0	642.1
Rigid frame arch of inhaul cable	1090	1468.8	420.3

Wherein:

FIG. 9 shows the axial force 570+1.3x400 (wall dead weight) =1090KN at the bottom of the guy cable rigid frame bin

FIG. 10 shows a bottom bending moment 1468.8KN.m of the steel cable rigid frame bin column;

FIG. 11 shows a shearing force 420.3KN at the bottom of the inhaul cable rigid frame cabin;

FIG. 12 is a cross section Liang Gangjia bin column base axial force Fx =942.3KN;

FIG. 13 is a Liang Gangjia bin column bottom bending moment My =2714KN.m;

FIG. 14 is a folding Liang Gangjia bin column bottom shear Fz =642.1KN;

the comparative analysis shows that:

compared with an arch plate bin:

the arc arch of cable rigid frame storehouse and the whole cast-in-place shaping of the rigid post in both sides, consequently do not have the prefabricated construction concatenation to lead to leaking gas, reduce the problem of storehouse body gas tightness.

On the cost problem, the cost of the structure below the roof is similar, but the stay cable rigid frame arch is a single-layer cast-in-place roof board, the cost of the roof material is compared with that of an arch board bin, a lower chord groove board of the arch board bin, a middle partition board and an oblique steel bar are omitted, and the cost of the roof is reduced.

The use cost after the construction is ensured, the low-temperature grain storage is required in the grain storage process, and the grains are ventilated, cooled, killed and killed. The integral cast-in-place bin is naturally superior to a bent bin after being built, so that the influence on the environment or the safety of operating personnel caused by leakage in the fumigation and pest killing process is avoided; and the air conditioner has high tightness, so that the ventilation energy consumption of the air conditioner is low, and the use cost is reduced.

Compared with a cast-in-situ folding Liang Gangjia cabin:

structurally: the rigidity of the guy cable rigid frame arch is higher, and the external load resistance is stronger; the arch shaft of the guy rigid frame has reasonable curve, and the arch beams are all in a small eccentric compression state, so that the compression resistance of concrete can be fully utilized. The arched girder and the arched plate have small reinforcing bars, and steel is saved.

In terms of cost, the internal force of the bottom of the guy rigid frame arch post is greatly reduced compared with the internal force of the cast-in-situ bending Liang Gangjia,

the bending moment is reduced (2714-1468.8)/2714 =45.9%;

shear reduction (642.1-420.3)/642.1= 34.5%

Compared with a cast-in-place beam folding rigid frame, the cost for treating the guy cable rigid frame arch foundation is greatly saved.

(III) regarding the height of the pile

At present, the stacking height of a mainstream horizontal warehouse is between 6m and 8m, the structure can be stacked to 9m under the condition of limited cost improvement, the economic benefit is obvious, and the calculation process of a 24 m-span 9m horizontal-pile cast-in-place tensioning arch rigid frame horizontal warehouse is explained as follows:

1. design data

1. The stored grain is calculated by wheat, the gravity gamma =8KN/m ^3, and the weight of the flat pile is 9m

2. The span is 24m, the column spacing is 6.0m, the reinforced concrete rigid frame system and the arch slab are cast in situ; the wall body is divided into one-way plates by adopting a reinforced concrete horizontal tie beam, and the lateral pressure is transmitted through the one-way plates, the horizontal tie beam, the column and the foundation;

3. the wall body adopts MU15 concrete common bricks and M10 mixed mortar, the thickness of the outer wall is 490mm,

4. the influence of wind load on the structure is small, and the project is only to verify the loading feasibility of 9m, so that the wind load is not considered, and the conclusion is not influenced.

5. The live load and the snow load of the roof are not considered simultaneously, and the demonstration only considers the live load of the roof

6. The demonstration does not consider the earthquake working condition

2. Load statistics

1. Roof constant load (additional layer)

A photovoltaic panel: 1.0KN/m 2

3+3mmAPP coiled material waterproof 0.006 + 21=0.126KN/m ^2

35mm fine stone concrete protective layer 0.035 =0.7 KN/m ^2

50mm rigid foam polyurethane heat insulation layer 0.05 x 3.5=0.175 KN/m ^2

50mm polyurethane aluminum plate heat-preservation ceiling 0.1 KN/m ^2

Counting: 2.1KN/m ^2 (program calculation according to 2.5KN/m ^ 2)

2. Roofing live load 0.5KN/m ^2

3. Live load of grain

The demonstration only considers the upper structure, namely Rankine pressure

Look up table B of grain warehouse design Specification

When Rankine pressure acts, the grain side pressure coefficient k =0.4059 has no friction force action on the wall surface

(Coulomb pressure can not be considered in upper structure calculation, and the model calculation adopts the envelope combination of Rankine and Coulomb pressure combination)

Bulk grain pile height 9.0m

Calculating Phk = k gamma s s as depth of stored grain by horizontal thrust

Rankine pressure action at the bottom of the wall Phk =0.4059 × 8.0 × 9.0 × 6=175.3488kn/m

4. Taking value of other loads according to standard

3. Two-dimensional bent frame model

Overview of the engineering

A horizontal warehouse: the axial dimension is 24mx54m, the single-bin capacity is 9000 tons (the bulk grain pile height is 9.0m, according to the wheat density is 800kg/m ³ Meter);

building height: 13.875m (half height of arch plate);

building layer number: a layer;

the structural form is as follows: tensioning the arch rigid frame;

design service life: 50 years;

building structure safety rating: second-stage;

the roof form is as follows: a cast-in-situ arch plate roof.

Basis of design

Design specifications, regulations and international and local standards

Major structure computing software

And calculating by using a universal finite element analysis and calculation software midas Gen (version 2020V2.1) of the large building structure.

This time adopts midas-gen simulation 24m to stride 9m flat heap cast-in-place stretch-draw arch rigid frame bungalow: storing grain, namely calculating by wheat, wherein the gravity gamma is =8KN/m ^3, and the grain is piled flatly for 9m; the span is 24m, and the column spacing is 6.0m; the wall body is made of MU15 concrete common bricks and M10 mixed mortar, and the thickness of the outer wall is 490mm.

Calculation results

And (3) displaying a calculation result:

rankine pressure envelope combination, maximum vertical deformation 22.57mm.

The column top is deformed horizontally by 21.13mm.

The deformation meets the specification requirements.

Combination of maximum shearing force and maximum bending moment of coulomb pressure

Axial force Fz =1349.262KN, shear force Fx =820.696KN, bending moment My =2393.582KN.m

The load is lower than the 8m pile high cast-in-place folding Liang Gangjia horizontal warehouse.

The internal forces of all the components are at a reasonable degree, so that the horizontal warehouse has good adaptability to 9m stacking loads.

(IV) initial tension of steel cord

The scheme can adjust the internal force of different parts of the component by adjusting the initial tension of the steel cable

Different initial tension is selected, and the internal force statistics of different parts of the component are as follows:

therefore, the following steps are carried out:

1. in a reasonable range, the larger the initial tension is, the larger the arch bending moment change tends to be, the smaller the axial force tends to be, the larger the arch section reinforcing bar tends to be, and the utilization efficiency of the concrete compression resistance is reduced;

2. the larger the initial tension is, the larger the final tension of the cable is, and the higher the requirement on the cable is;

3. the larger the initial tension is, the internal force of the steel column can be gradually reduced, so that the reinforcement of the steel column is reduced, and the basic treatment cost is also reduced

4. The larger the initial tension is, the smaller the structural deformation is, and the larger the integral rigidity of the structure is. Positive values of deformation in the table indicate structural arching.

5. The proper initial tension can realize that the lower part structure has low treatment cost, the arch shaft and the roof have reasonable cross section and small reinforcement.

In conclusion, the tensioning arch rigid frame bin provided by the embodiment can achieve the following technical effects:

after the tension cable is introduced, the integral rigidity of the structure is larger, the deformation is smaller, and the external load resistance is stronger. And after the tension cable applies prestress, the internal force of the structural part can be counteracted, so that the cross section of the roof girder is reduced, the reinforcing bars are reduced, the reinforcing bars of the columns are reduced, the internal force of the column bottom is reduced, and the foundation cost is reduced.

2. The construction is simple, the tensioning load is not large in the tensioning process after the roof is poured and before grain is piled, the construction technical requirement is not high, and the general team with over-prestress construction can be competent.

3. Prestressing force reliability is high, even if appear stretching the cable and relax, and the maintenance operation is simple, clears away and to store up and to change stretching the cable entirely after the grain, and local replacement can support the post temporarily, carries out the replacement operation again.

Example two

The embodiment provides a construction method for a tensioning arch rigid frame bin, which comprises the following steps:

pouring concrete to form a rigid 120 column to the top end of the wall body 400;

installing a roof arch shaft template and an arch plate template;

the arc arch 110 and the roof 300 are formed: when the strength of the roof concrete reaches a preset strength value, removing the formwork of the roof arch shaft formwork to form an arc arch and removing the formwork of the arch plate formwork to form the roof;

installing prestressed steel strands: and applying prestress to lock two ends of the steel strand after the steel strand reaches a preset tension value.

The tensioned arch rigid frame cabin in the first embodiment is prepared by the construction method, so that all beneficial effects of the tensioned arch rigid frame cabin in the first embodiment are achieved, and details are not repeated herein.

Finally, it should be noted that: the above embodiments are only used for illustrating the technical solutions of the present invention, and not for limiting the same; while the invention has been described in detail and with reference to the foregoing embodiments, it will be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may be modified, or some or all of the technical features may be equivalently replaced; and the modifications or the substitutions do not make the essence of the corresponding technical solutions depart from the scope of the technical solutions of the embodiments of the present invention.

Claims (10)

1. A tensioning arch rigid frame bin is characterized by comprising a tensioning cable rigid frame unit, wherein the tensioning cable rigid frame unit comprises an arc arch, a rigid column and a steel strand;

the two rigid columns are positioned on two sides of the arc-shaped arch and connected with the end points of the arc-shaped arch, and the two rigid columns and the arc-shaped arch are integrally connected to form a rigid frame arch;

the steel strand is positioned in the rigid frame arch, and two ends of the steel strand are respectively connected with the rigid frame arch;

the steel strand is loaded with a prestress.

2. A tensioned arch rigid frame storage according to claim 1,

two steel columns positioned at two sides are vertical;

taking the intersection point of the vertex of one of the rigid columns and the arc arch as a first intersection point, and taking the second intersection point of the vertex of the other rigid column and the arc arch as a second intersection point;

one end of the steel strand is connected with the first intersection point, and the other end of the steel strand is connected with the second intersection point.

3. A tensioned arch rigid frame storage according to claim 2,

the steel strands are loaded with a prestress that causes the rigid columns to have a tendency to deflect inwardly and the arcuate arches to arch upwardly.

4. A tensioned-arch rigid frame silo according to claim 3,

the curve equation of the arc arch is a parabolic curve y =4fx (L-x)/L2 or a general circular arc curve.

5. A tensioned-arch rigid frame silo according to claim 4,

the steel strand is preset with a pretension load.

6. A tensioned arch rigid frame storage according to claim 5 wherein the rigid frame arch is cast in one piece.

7. A tensioned-arch rigid frame silo according to claim 6,

and a grouting sleeve is embedded in the rigid frame arch, and is grouted after the steel strand stretches into the steel strand to fix the steel strand.

8. A tensioned-arch rigid frame silo according to claim 7,

and a plurality of tensioning cable rigid frame units are arranged along the length direction of the horizontal warehouse at intervals.

9. A tensioned-arch rigid frame silo according to claim 8,

the pile height of the tensioning arch rigid frame bin can reach 9m.

10. A construction method of a tension arch rigid frame bin is characterized by comprising the following steps:

pouring concrete to form a rigid column to the top end of the wall body;

installing a roof arch shaft template and an arch plate template;

forming an arc arch and a roof: when the strength of the roof concrete reaches a preset strength value, removing the formwork of the roof arch shaft formwork to form an arc arch and removing the formwork of the arch plate formwork to form the roof;

installing prestressed steel strands: and applying prestress to lock two ends of the steel strand after the steel strand reaches a preset tension value.

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