Experimental and Numerical Study on the Bending Performance of Precast Segmental Prestressed Concrete Communication Towers

PU Wuchuan; ZHANG Qishuo; JIA Quan; WEI Wenfei

doi:10.3724/j.gyjzG24030101

Volume 55 Issue 4

Apr. 2025

Turn off MathJax

Article Contents

Article Navigation > INDUSTRIAL CONSTRUCTION > 2025 > 55(4): 36-46

PU Wuchuan, ZHANG Qishuo, JIA Quan, WEI Wenfei. Experimental and Numerical Study on the Bending Performance of Precast Segmental Prestressed Concrete Communication Towers[J]. INDUSTRIAL CONSTRUCTION, 2025, 55(4): 36-46. doi: 10.3724/j.gyjzG24030101

Citation:

PU Wuchuan, ZHANG Qishuo, JIA Quan, WEI Wenfei. Experimental and Numerical Study on the Bending Performance of Precast Segmental Prestressed Concrete Communication Towers[J]. INDUSTRIAL CONSTRUCTION, 2025, 55(4): 36-46. doi: 10.3724/j.gyjzG24030101

Citation:

PU Wuchuan, ZHANG Qishuo, JIA Quan, WEI Wenfei. Experimental and Numerical Study on the Bending Performance of Precast Segmental Prestressed Concrete Communication Towers[J]. INDUSTRIAL CONSTRUCTION, 2025, 55(4): 36-46. doi: 10.3724/j.gyjzG24030101

PDF( 2584 KB)

Experimental and Numerical Study on the Bending Performance of Precast Segmental Prestressed Concrete Communication Towers

doi: 10.3724/j.gyjzG24030101

1. School of Civil Engineering and Architecture, Wuhan University of Technology, Wuhan 430070, China;
2. Hubei Branch of China Tower Co., Ltd., Wuhan 430015, China;
3. Huaxin Consulting Co., Ltd., Hangzhou 310014, China

Received Date: 2024-03-01
Available Online: 2025-06-07
Publish Date: 2025-04-01

Abstract

Abstract

The segmental precast prestressed concrete communication tower is a towering structure， and its overall deformation and crack resistance are crucial for evaluating its mechanical performance. This paper detailed the design of a 30-meter-high communication tower with a top diameter of 350 mm and presented the results of a horizontal cantilever static loading test. By measuring the tower's deformation， crack formation， and strain responses， the cracking load and ultimate bearing capacity were established. A finite element model of the communication tower was developed， and its accuracy was validated by comparing it with the experimental results. Using this model， the differences in deformation and cracking between test load conditions and service load conditions， as well as the impact of second-order effects due to gravity， were studied. The experimental and numerical analysis results indicated that under service loads， the crack width of the concrete communication tower could be controlled to below 0.1 mm， and the top displacement angle remained below 1/35， demonstrating excellent crack resistance and overall rigidity. The second-order effect could cause a maximum increase of approximately 7.1% in tower top displacement and about a 6% increase in base moment. Notably， the initial crack positions under service load conditions differed from those under test load conditions， with the cracking moment and overall rigidity being greater under service load conditions.
- precast prestressed concrete structure,
- communication tower,
- full-scale test,
- concrete crack

FullText(HTML)

References(21)

References

[1]	HASHIM D T，HEJAZI F，JAAFAR M S，et al. The performance evaluation of circular flange bolted connection in ultra high performance fiber reinforced concrete segmented communication tower［J］. Periodica Polytechnica Civil Engineering，2019，63（4）:971-988.
[2]	LAI V Y，HEJAZI F，SALEEM S. The construction process for pre-stressed ultra high performance concrete communication tower［J］. PloS One，2020，15（11），e0238654.
[3]	FOSTER E T，YEHIA S A，TADROS M K. A precast post-tensioned segmental pole system［M］// Electrical Transmission in a New Age. 2002:318-324.
[4]	吴晨曦，吴秋生，于东旭，等. 高强部分预应力混凝土电杆的连接设计研究［J］. 东北电力大学学报，2016，36（4）:78-83.
[5]	SHAKIBA M，AHMADI H，MORTAZAVI S M R，et al. A case study on the feasibility of using static-cast fibre-reinforced concrete electric poles fully reinforced with glass fibre reinforced polymer bars and stirrups［J］. Results in Engineering，2023，17，100746.
[6]	高润东. 装配式预应力钢纤维混凝土杆塔的研制与应用［J］. 建筑科学，2012，28（5）:97-99，96.
[7]	骆静静，田寅，张立力，等. 纤维种类对超高性能混凝土电杆性能的影响研究［J］. 混凝土与水泥制品，2022（1）:38-40.
[8]	姚云龙，顾民，区骋，等. 聚氨酯玻璃纤维复合材料单管通信塔应用研究［J］. 建筑结构，2018，48（13）:13-19.
[9]	KLIUKAS R，JARAS A，LUKOŠEVIČIENĖ O. Reinforced spun concrete poles-case study of using chemical admixtures［J］. Materials，2020，13:302.
[10]	JU Y Z，ZHAO J，WANG D H，et al. Experimental study on flexural behaviour of reinforced reactive powder concrete pole［J］. Construction and Building Materials，2021，312，125399.
[11]	ZEYNALIAN M，KHORASGANI M Z. Structural performance of concrete poles used in electric power distribution network［J］. Archives of Civil and Mechanical Engineering，2018，18:863-876.
[12]	黄文雄，王俊辉，梅宏洁，等. 预埋型钢的装配式钢管混凝土柱-钢筋混凝土梁框架力学性能试验和有限元分析［J］. 工业建筑，2023，53（12）:157-163.
[13]	韩良君，李军，葛元辉，等. 新型装配式干连接自复位结构节点性能理论分析和抗震有限元研究［J］. 工业建筑，2023，53（3）:130-138.
[14]	中国国家标准化管理委员会. 环形混凝土电杆规范:GB 4623—2014［S］. 北京:中国标准出版社，2014.
[15]	ASCE. Prestressed concrete transmission pole structures:recommended practice for design and installation:A SCE MOP 123-2012［S］. American Society of Civil Engineers，2012.
[16]	中华人民共和国工业和信息化部. 移动通信工程钢塔桅结构设计规范:YD 5131—2019［S］. 北京:北京邮电大学出版社，2019.
[17]	龚永智，付磊，丁发兴，等. 方钢管约束混凝土轴压短柱承载力研究［J］. 建筑结构学报，2016，37（增刊1）:239-244.
[18]	中华人民共和国住房和城乡建设部. 建筑结构荷载规范:GB 50009—2012［S］. 北京:中国建筑工业出版社，2012.
[19]	王东升，陈贺，李俭涛，等. 基于DIC的预应力节段拼装桥墩变形成分分析［J］. 沈阳建筑大学学报（自然科学版），2022，38（5）:9.
[20]	中华人民共和国住房和城乡建设部. 混凝土结构设计标准:GB/T 50010—2010［S］. 北京:中国建筑工业出版社，2024.
[21]	曾庆响，梁焕华，肖芝兰，等. PHC管桩的开裂弯矩和极限弯矩计算［J］. 工业建筑，2010，40（1）:68-72.