Optimal design of a large-span spatial structure based on dynamic elastic-plastic analysis

Feipeng Liu1 , Xuejun Liu2 , Lvhe Dong3 , Hui Tian4 , Dong Li5 , Xu Huang6

1, 2, 3Northwest Electric Power Design Institute Co., Ltd., Xi’an, 710075, China

4, 5, 6Key Laboratory of New Technology for Construction of cities in Mountain Area, Chongqing University, Ministry of Education, Chongqing, 400045, China

4, 5, 6School of Civil Engineering, Chongqing University, Chongqing, 400045, China

4Corresponding author

Vibroengineering PROCEDIA, Vol. 33, 2020, p. 50-54. https://doi.org/10.21595/vp.2020.21693
Received 15 September 2020; received in revised form 3 October 2020; accepted 13 October 2020; published 19 October 2020

Copyright © 2020 Feipeng Liu, et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.
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Abstract.

With the expansion of the urban areas and the rapid growth of the urban population, the disposal of large amounts of domestic waste has become a problem faced by large cities. To solve this problem, many MSW incineration power plants have been continuously built. As a typical large-span spatial structure of waste incineration power plant, how to achieve economic, beautiful, and environmentally friendly design goals under the premise of meeting the requirements of the production process is an important problem currently facing. In this paper, a structural design optimization method based on damage index is proposed. Taking a large-span mixed structure of a MSW incineration power plant as an example, the paper firstly uses the dynamic elastic-plastic time history analysis method to evaluate its seismic performance, and then optimizes the structure according to the damage degree of the structure under small and large earthquakes design. The results show that under the premise of meeting the requirements of the code, this method can ensure that the degree of structural damage under the earthquake remains almost unchanged, while significantly reducing the amount of building materials and reducing the cost. At the same time, this method is more direct, simple, and effective than optimization design methods based on experience and internal forces of structural members.

Optimal design of a large-span spatial structure based on dynamic elastic-plastic analysis

Highlights
  • A structural design optimization method based on damage index is proposed.
  • The method is more direct, simple, and effective than optimization design methods based on experience and internal forces of structural members.
  • The optimized model is an ideal solution in terms of economy and seismic performance.

Keywords: MSW incineration power plants, large-span structure, dynamic response, performance, optimization design.

1. Introduction

With the development of large-scale, complicated, and diversified civil engineering structures, structural optimization design becomes more and more important, especially for large-span spatial structures with complex shapes. All over the world, large-scale public buildings at home and abroad are premised on large-span spatial structures, ranging from sports buildings directly related to the people’s physical and mental health, to exhibition buildings that promote information exchanges, to large-scale transportation buildings, entertainment facilities, These large-scale public buildings, such as theaters and music academies, require a large-span structural system to support them [1]. Based on the dynamic elastic-plastic time analysis of a large-span structure under the fortification intensity of 8 degrees, the structure is optimized and the seismic performance and economic efficiency of the structure before and after optimization are systematically compared.

2. MSW incineration power plant model

2.1. Project profile

The structure has a length of 132.89 meters and a width of 44 meters, which is a large-span spatial structure Fig. 1(a). The building adopts a steel structure-reinforced concrete-shear wall hybrid structure. This project is based on the 8-degree seismic fortification intensity to conduct dynamic elastic-plastic time history analysis Fig. 1(b).

Fig. 1. a) A three-dimensional view of the model, b) time history diagram of seismic wave acceleration

 a) A three-dimensional view of the model, b) time history diagram of seismic wave acceleration

a)

 a) A three-dimensional view of the model, b) time history diagram of seismic wave acceleration

b)

2.2. Analytical model

The dynamic elastic-plastic analysis method based on explicit integration will be used in this project. This method doesn't make any theoretical simplification, and directly simulates the nonlinear response of the structure under the action of seismic force. It has the following advantages:

1) Complete dynamic time history characteristics: It can better reflect the internal force distribution of components under different phase differences, especially for floor slabs [2].

2) Geometric nonlinearity: The dynamic balance equation of the structure is established on the geometric state of the structure after deformation, and the “P-∆” effect and nonlinear buckling effect are all accurately considered [2].

3) Material nonlinearity: simulate directly on the stress-strain constitutive relationship.

4) It can accurately simulate the damage of the structure to the collapsed form.

The nonlinear material model of steel adopts the bilinear kinematic hardening model. During the cycle, there is no stiffness degradation and the Bauschinger effect is considered. The yield ratio of steel is set to 1.2, and the ultimate plastic strain corresponding to the ultimate stress is 0.025. The one-dimensional concrete material model adopts the uniaxial constitutive model specified by the specification. The characteristics of concrete hysteresis, stiffness degradation and strength degradation, and its axial compression and axial tensile strength standard values are adopted in accordance with Ref. [3]. Shear walls and floors adopt elastoplastic layered shell elements. The fiber model is used to simulate beam, column, inclined bracing and truss.

Fig. 2. a) Concrete uniaxial stress-strain curve, b) concrete stiffness recovery diagram

 a) Concrete uniaxial stress-strain curve, b) concrete stiffness recovery diagram

a)

 a) Concrete uniaxial stress-strain curve, b) concrete stiffness recovery diagram

b)

3. Performance-based optimization design

3.1. Structural performance level before optimization design

Concrete members should not only consider the plastic strain of the steel bar, but also pay attention to the compression damage of the concrete material, which is expressed by the damage factor. Based on the seismic wave in Fig. 1 for dynamic elastic-plastic time history analysis, the drift ratio is much smaller than the code limit 1/50 [4], and the damage to the structure or member is also very small.

Fig. 3. Correspondence diagram of concrete bearing capacity and compressive damage factor

 Correspondence diagram of concrete bearing capacity and compressive damage factor

Fig. 4. Concrete compression damage

 Concrete compression damage

Fig. 5. Deformation and beam-column damage statistics (When dc = 0.01, dt is not equal at this time)

 Deformation and beam-column damage statistics (When dc = 0.01, dt is not equal at this time)  Deformation and beam-column damage statistics (When dc = 0.01, dt is not equal at this time)  Deformation and beam-column damage statistics (When dc = 0.01, dt is not equal at this time)

3.2. Optimize design and performance level

The optimization design is mainly carried out according to the performance of the structure, and its content mainly includes the optimization of the member section size and the change of the constraint form. At the junction of concrete and steel grids, using GAP units to simulate sliding bearings can effectively solve the problems of deformation coordination and stress concentration.

Table 1. Optimization of beam and column section size

ID
Member
Before
After
Number
Material
Type
9
C40
RC Beam
400×700
500×700
62
7
C40
RC Beam
300×500
300×450
60
4
C40
RC Beam
300×600
300×550
94
14
C45
RC Beam
400×600
450×500
84
10
C45
RC Column
1200×700
1000×800
88
12
C45
RC Column
1400×700
1400×800
134
8
C45
RC Column
700×700
600×600
68
29
C45
RC Column
700×1500
800×1000
57
13
Q235
Steel
D159×6
D152×6
367
48
Q235
Steel
DS140×8
DS133×6
576
49
Q345
Steel
H1400×500×25×40
H1500×500×25×40
42
50
Q235
Steel
DS219×12
DS180×8
480
35
Q235
Steel
DS273×14
DS299×16
184
Note: Section size is expressed as b×h.

Fig. 6. Concrete compression damage

 Concrete compression damage

Fig. 7. Deformation and beam-column damage statistics (After optimizing the design)

 Deformation and beam-column damage statistics (After optimizing the design)  Deformation and beam-column damage statistics (After optimizing the design)  Deformation and beam-column damage statistics (After optimizing the design)

Table 2. Material utilization amount (Unit: Tons)

Material
Project
Before
After
The amount saved
Ratio (%)
Concrete
11639.68
10915.80
723.8590
6.22
Rebar
248.5598
230.7050
17.8544
7.18
Steel
852.3685
750.2900
102.0790
11.98

4. Conclusions

In this paper, a dynamic elastic-plastic time history analysis of a large-span structure based on the seismic fortification intensity of 8 degrees is carried out, and the optimal design is directly carried out based on the damage of the structure or members, and finally some design suggestions are given. The optimized design results of the model show that the amount of concrete saved and the amount of steel saved are 6.3 % and 11.9 % of the original structure, respectively. In general, the optimized model is an ideal solution in terms of economy and seismic performance.

References

  1. Li Qinghai, Zhang Yanguo, Chen Yong, Meng Aihong, Pang Jinfu, Chen Changhe Combination utilization of air preheater with low-pressure economizer in MSW incineration power plants. Power Engineering, Vol. 6, 2006, p. 854-858, (in Chinese). [Search CrossRef]
  2. Technical Specification for Concrete Structures of Tall Building. China Architecture Publishing, (in Chinese). [Search CrossRef]
  3. GB 50010-2010 Code for Design of Concrete Structures. Beijing China Architecture and Buildings Press, 2011, (in Chinese). [Search CrossRef]
  4. GB 50011-2010 Code for Seismic Design of Buildings. Beijing China Architecture and Buildings Press, 2010, (in Chinese). [Search CrossRef]
  5. Guo Lijun Application Research on Large-Span Spatial Structure Optimization Design. Hunan University, 2016, (in Chinese). [Search CrossRef]