为研究腋角构造、侧壁轴压比等关键参数对螺栓预制板式拼装综合管廊整体结构受力性能的影响规律，基于ABAQUS软件，建立螺栓连接预制板式拼装综合管廊下部边节点的非线性有限元模型，并通过前期开展的螺栓连接预制板式拼装综合管廊下部边节点低周反复荷载试验，验证该模型的合理性。在此基础上，建立螺栓连接预制板式拼装综合管廊整体结构非线性有限元模型并开展有限元参数分析，主要参数包括腋角高度（无腋角、100 mm、200 mm、250 mm）和侧壁轴压比（0、0.05、0.1）。结果表明： 1）所建立的螺栓连接综合管廊整体结构模型均发生受弯破坏，正向极限承载力为210.5~306.8
kN，延性系数为3.57~4.01； 2）与无腋角综合管廊相比，腋角高度为100、200、250 mm的综合管廊的极限承载力分别提高16.6%、27.5%、31.7%，延性系数分别降低3.24%、3.51%、9.46%； 3）与侧壁轴压比为0的综合管廊相比，侧壁轴压比为0.05、0.1的综合管廊的极限承载力分别提高5.4%、14.3%，延性系数分别提高12.32%、10.36%。
The haunch height and
sidewall compression ratio are key factors influencing the mechanical
performance of bolted-connected
slab-assembly precast utility tunnels. To investigate
their effects, a nonlinear finite element (FE) model of the lower edge node is
developed using ABAQUS software. The model′s accuracy
is validated through low-cycle repeated load tests
conducted on lower edge nodes in prior research. Based on this, a nonlinear FE
model of the entire tunnel structure is constructed, and a parametric analysis
is performed. The main parameters include haunch heights of 0, 100, 200, and
250 mm, and sidewall axial compression ratios of 0, 0.05, and 0.1. The results
indicate the following: (1) The overall structure primarily undergoes bending
failure, with forward ultimate bearing capacities ranging from 210.5 to 306.8
kN and ductility coefficients from 3.57 to 4.01. (2) Compared to the case with
zero haunch height, the ultimate bearing capacities increase by 16.6%, 27.5%,
and 31.7% for haunch heights of 100, 200, and 250 mm, respectively, while the
ductility coefficients decrease by 3.24%, 3.51%, and 9.46%. (3) Compared to the
case with a sidewall axial compression ratio of zero, the ultimate bearing
capacities increase by 5.4% and 14.3% for compression ratios of 0.05 and 0.1,
respectively, with corresponding increases in ductility coefficients of 12.32%
and 10.36%.
