METHOD FOR DETERMINING AN OPTIMAL ARRANGEMENT OF CIRCULAR PIPE SUPPORTS OF STEEL SILO COMPOSITE SHEAR WALL

Abstract

A method for determining an optimal arrangement of circular pipe supports of a steel silo composite shear wall, including: designing a set of steel silo composite shear wall model including parameters of interval of the circular pipe supports, axial-load ratio, steel ratio and aspect ratio: establishing an ABAQUS finite element model including initial defect; performing force analysis by the finite element software ABAQUS and calculating a horizontal ultimate bearing capacity; fitting formulas of the horizontal ultimate bearing capacity of the steel silo composite shear wall by applying least square method; drawing a relationship curve between the interval of the circular pipe supports and the horizontal ultimate bearing capacity; determining the optimal arrangement of the circular pipe supports of the steel silo composite shear wall according to a critical point of the relationship curve between the interval of the circular pipe supports and the horizontal ultimate bearing capacity.

Claims

1. A method for determining an optimal arrangement of circular pipe supports of a steel silo composite shear wall, comprising following steps: S1: designing a set of steel silo composite shear wall models with different parameters; wherein the different parameters comprise interval of the circular pipe supports, axial-load ratio, steel content and aspect ratio; S2: establishing an ABAQUS finite element model; wherein element types of steel plate and concrete are both C3D8R type, a tangential force model is Coulomb model, an interface friction coefficient μ=0.25, a normal contact is set as hard contact; steel is connected by Tie constraint; a bottom of the model is fixed constraint, and a horizontal load is applied to a top of the model; S3: performing nonlinear buckling analysis of members by finite element software ABAQUS to obtain a first-order buckling mode; S4: introducing an initial defect of the steel silo composite shear wall; wherein a form of the initial defect is the first-order buckling mode, and an amplitude is 1/1000 of its height; S5: performing force analysis by the finite element software ABAQUS to obtain a load-displacement curve of each member; S6: calculating a horizontal ultimate bearing capacity F of each member according to the load-displacement curve; S7: fitting formulas (1) and (2) of the horizontal ultimate bearing capacity of the steel silo composite shear wall by applying least square method according to the horizontal ultimate bearing capacity of the steel silo composite shear wall; $\begin{array}{cc}V=\frac{1}{\lambda }{\left(0.49+\theta \right)}^2{f}_y{A}_s+\frac{0.2}{\lambda }{f}_c{A}_c-0.01Z,& \left(1\right)\end{array}$ wherein: V is the ultimate horizontal bearing capacity; λ is the aspect ratio of the shear wall; f.sub.c is an axial compressive strength of the concrete; f.sub.y is a yield strength of the steel; A.sub.c and A.sub.s are effective cross-sectional areas of a concrete part and an externally-wrapped steel plate part; Z is an axial pressure borne by the shear wall; θ is an influence coefficient of the interval of the circular pipe supports; in formula (2), when θ≥0.036, θ is taken as 0.036; $\begin{array}{cc}\theta =0.008\times \frac{{\left(\frac{d}{2}\right)}^2}{\sqrt{M\times N}},& \left(2\right)\end{array}$ wherein: d is a diameter of each circular pipe support; M is a horizontal interval of the circular pipe supports; N is a longitudinal interval of the circular pipe supports; S8: drawing a relationship curve between the interval of the circular pipe supports and the horizontal ultimate bearing capacity V according to formulas (1) and (2); S9: determining the optimal arrangement of the circular pipe supports of the steel silo composite shear wall according to a critical point of the relationship curve between the interval of the circular pipe supports and the horizontal ultimate bearing capacity V.

2. The method of claim 1, wherein, in step S1, a thickness of each circular pipe support of the steel silo composite shear wall, a thickness of a top plate of the externally-wrapped steel plate part are the same as a thickness of a bottom plate of the externally-wrapped steel plate part, and the diameter of each circular pipe support is in a range of 30 mm-80 mm.

3. The method of claim 1, wherein, in step S1, value ranges of the horizontal interval and the longitudinal interval of the circular pipe supports are both 80 to 300 times of a thickness of the externally-wrapped steel plate.

Description

BRIEF DESCRIPTION OF THE DRAWINGS

[0020] FIG. 1 is a schematic diagram of a steel silo composite shear wall;

[0021] FIG. 2 is a schematic diagram of parameters of the steel silo composite shear wall;

[0022] FIG. 3 is a diagram showing load-displacement curves of the steel silo composite shear walls with different intervals of circular pipe supports;

[0023] FIG. 4 is a diagram showing load-displacement curves of the steel silo composite shear walls with different axial-load ratios;

[0024] FIG. 5 is a diagram showing load-displacement curves of the steel silo composite shear walls with different steel ratios;

[0025] FIG. 6 is a diagram showing load-displacement curves of the steel silo composite shear walls with different aspect ratios;

[0026] FIG. 7 is a relationship curve between the intervals of the circular pipe supports and the horizontal ultimate bearing capacity V.

DETAILED DESCRIPTION OF PREFERRED EMBODIMENTS

[0027] The present disclosure will be further illustrated below by an embodiment of the optimal arrangement of circular pipe supports of a steel silo composite shear wall with reference to the accompanying drawings, wherein a wall width is set to 1000 mm, a wall height is set to 2000 mm, a wall thickness is set to 130 mm, a steel is Q345B, a concrete is C30.

Embodiment

[0028] Step 1: designing a set of steel silo composite shear wall models with different parameters. A basic unit is composed of a top plate 1 of an externally-wrapped steel plate, a bottom plate 2 of the externally-wrapped steel plate and circular pipe supports 4. Two steel plates at two sides of the basic unit are supported by circular pipes 4 to form a cavity therebetween. The cavity is poured with concrete 3, as shown in FIGS. 1-2. The parameters include intervals of the circular pipe supports, axial-load ratio, steel content and aspect ratio. GBC-1-GBC-20, the steel is Q345B, the concrete is C30, a diameter d of the circular pipe support is 50 mm, shown in Table 1;

[0029] Step 2: establishing an ABAQUS finite element model; wherein element types of steel plate and concrete are both C3D8R type, a tangential force model adopts Coulomb model, an interface friction coefficient μ=0.25, a normal contact is set as hard contact; steel is connected by Tie constraint; a bottom of the model is fixed constraint, and a horizontal load is applied to a top of the model;

[0030] Step 3: performing nonlinear buckling analysis of steel silo composite shear wall GBC-1 in an intact state by the finite element software ABAQUS, and a defect form takes a first-order buckling mode;

[0031] Step 4: introducing an initial defect, wherein a defect form takes the first-order buckling mode, the amplitude takes 1/1000 of its height;

[0032] Step 5: performing force analysis of the steel silo composite shear wall GBC-1 by static general method of the finite element software ABAQUS and drawing a load-displacement curve; obtaining load-displacement curves of GBC-1˜GBC-20 by the same method as above, as shown in FIGS. 3˜6;

[0033] Step 6: calculating a horizontal ultimate bearing capacity F of each member according to the load-displacement curve;

[0034] Step 7: fitting formulas (1) and (2) of the horizontal ultimate bearing capacity of the steel silo composite shear wall by applying least square method according to the horizontal ultimate bearing capacity of the steel silo composite shear wall;

[00003]$\begin{array}{cc}V=\frac{1}{\lambda }{\left(0.49+\theta \right)}^2{f}_y{A}_s+\frac{0.2}{\lambda }{f}_c{A}_c-0.01Z,& \left(1\right)\end{array}$

[0035] wherein: V is the ultimate horizontal bearing capacity; λ is the aspect ratio of the shear wall; f.sub.c is an axial compressive strength of the concrete; f.sub.y is a yield strength of the steel; A.sub.c and A.sub.s are effective cross-sectional areas of a concrete part and an externally-wrapped steel plate part; Z is an axial pressure borne by the shear wall; θ is an influence coefficient of the interval of the circular pipe supports; in formula (2), when θ≥0.036, θ is taken as 0.036;

[00004]$\begin{array}{cc}\theta =0.008\times \frac{{\left(\frac{d}{2}\right)}^2}{\sqrt{M\times N}},& \left(2\right)\end{array}$

[0036] wherein: d is a diameter of the circular pipe support; M is a horizontal interval of the circular pipe supports; N is a longitudinal interval of the circular pipe supports;

[0037] Step 8: drawing a relationship curve between the intervals of the circular pipe supports and the horizontal ultimate bearing capacity V according to formulas (1) and (2); as shown in FIG. 7;

[0038] Step 9: according to the relationship curve between the intervals of the circular pipe supports and the horizontal ultimate bearing capacity V, as shown in FIG. 7; when the interval of the circular pipe supports reaches M×N=500 mm 400 mm, the horizontal ultimate bearing capacity of the steel silo composite shear wall is not significantly improved, and the interval of the circular pipe supports of the steel silo composite shear wall M×N rakes 500 mm×400 mm.

TABLE-US-00001 TABLE 1 size and calculation results of test piece Steel intervals axial- horizontal ultimate Wall Wall wall plate of circular load aspect bearing capacity/kN width Height thickness thickness steel pipe ratio ratio numerical Formula items L/mm H/mm t/mm t.sub.0/mm content M × N/mm μ λ simulation calculation GBC-1 1000 2000 130 4.0 6.91% 1000 × 800 0.3 2.0 559.89 563.64 GBC-2 1000 2000 130 4.0 6.91%  500 × 800 0.3 2.0 574.71 575.15 GBC-3 1000 2000 130 4.0 6.91%  400 × 800 0.3 2.0 584.55 584.91 GBC-4 1000 2000 130 4.0 6.91%  500 × 400 0.3 2.0 589.64 591.71 GBC-5 1000 2000 130 4.0 6.91%  400 × 400 0.3 2.0 591.03 593.16 GBC-6 1000 2000 130 4.0 6.91%  500 × 400 0.1 2.0 604.77 598.78 GBC-7 1000 2000 130 4.0 6.91%  500 × 400 0.2 2.0 597.05 587.98 GBC-8 1000 2000 130 4.0 6.91%  500 × 400 0.4 2.0 579.08 578.37 GBC-9 1000 2000 130 4.0 6.91%  500 × 400 0.5 2.0 567.53 573.57 GBC-10 1000 2000 130 4.0 6.91%  500 × 400 0.6 2.0 560.22 568.76 GBC-11 1000 2000 130 3.0 5.19%  500 × 400 0.3 2.0 483.25 482.37 GBC-12 1000 2000 130 3.5 6.05%  500 × 400 0.3 2,0 544.74 539.82 GBC-13 1080 2000 130 4.5 7.76%  500 × 400 0.3 2.0 630.54 633.44 GBC-14 1000 2000 130 5.0 8.62%  500 × 400 0.3 2.0 675.20 683.61 GBC-15 1000 2000 130 5.5 9.47%  500 × 400 0.3 2.0 711.69 718.70 GBC-16 1000 2000 130 6.0 10.32%  500 × 400 0.3 2.0 767.46 783.69 GBC-17 1000 1800 130 4.0 6.91%  500 × 400 0.3 1.8 655.50 649.57 GBC-18 1000 2200 130 4.0 6.91%  500 × 400 0.3 2.2 522.31 528.85 GBC-19 1000 2400 130 4.0 6.91%  500 × 400 0.3 2.4 480.86 483.58 GBC-20 1000 2600 130 4.0 6.91%  500 × 400 0.3 2.6 435.30 440.27

[0039] Although the specific embodiments of the present disclosure are described above fit conjunction with the accompanying drawings, the protection scope of the present disclosure is not limited. It should be understood that on the basis of the technical solution of the present disclosure, various modifications or variations that can be made by those skilled in the art without creative work are still within the protection scope of the present disclosure