08-202311-G22-0963一文审稿意见与作者答复

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Diagram of pile yield moment of pile-supported wharf

2021, 43(12): 2274-2282.

Seismic fragility analysis of pile-supported wharf in nearshore liquefiable ground .

Figures of the Article

Tables of the Article

土层编号	饱和密度/(kg·m^-3)	剪切模量/kPa	体积模量/kPa	黏聚力/kPa	摩擦角/(°)	峰值剪应变	参考围压p/kPa	相位转换角/(°)
Ⅰ	1700	55	150	0	29	0.1	80	29
Ⅱ	1950	60	300	30	18	0.1	80	—
Ⅲ	2000	100	300	0	37	0.1	80	27
Ⅳ	1900	150	750	25	19	0.1	80	—
Ⅴ	2790	280	1300	0	40	0.1	80	—
Ⅵ	2240	140	1300	15	45	0.1	80	27

Model parameters of soils

参数类别	混凝土抗压强度f_c/MPa	混凝土抗压强度应变ε_c	混凝土压碎强度f_cu/MPa	混凝土压碎强度应变ε_cu	钢筋屈服强度F_y/MPa	钢筋初始抗拉刚度E_s/MPa	钢筋张拉应力E_pre/MPa	PHC管桩整体抗剪刚度G/MPa
桩B/C/D	-80	-0.00215	-50.2	-0.003	1570	200000	994	16282.051
桩A/E/F	-160	-0.00215	-100.4	-0.003	3140	400000	1988	32564.102

Material parameters of PHC piles^[17]

损伤阶段	Ⅰ	Ⅱ	Ⅲ	Ⅳ
概括描述	基本完好	可控损伤	广泛损伤	完全崩塌
具体描述	结构处于完好状态或产生轻微损伤	结构在可修复条件下产生有限有限的损伤,并直至发生一定的延性响应	结构产生广泛的损伤直至接近崩塌的延性响应	结构崩塌并丧失承载性能

Concept of four-stage damage in port engineering

序号	名称	台站	年份	PGA/g	T_p/s	T_m/s	D_5-95/s
1	Morgan hill	Capitola	1984年	0.14	0.20	0.31	15.30
2	Livermore	San Ramon-Eastman Kodak	1980年	0.15	0.62	1.00	14.20
3	Trinidad	090 CDMG Station 1498	1983年	0.19	0.32	0.38	12.18
4	Hollister	USGS Station 1028	1961年	0.20	0.48	0.63	16.48
5	Imperial Valley	Chihuahua	1979年	0.27	0.26	0.58	24.00
6	Imperial Valley	USGS Station 5115	1979年	0.32	0.36	0.44	11.04
7	San Fernando	Santa Felita Dam (Outlet)	1971年	0.34	0.10	0.46	23.60
8	Kobe	Kakogawa	1995年	0.35	0.16	0.48	13.20
9	Kocaeli	Yarimca	1999年	0.35	0.52	1.24	15.11
10	Friuli	Tolmezzo	1976年	0.35	0.26	0.40	4.90
11	Chi-Chi	TCU045	1999年	0.36	0.44	0.47	11.34
12	Loma Prieta	090 CDMG Station 47381	1989年	0.37	0.40	0.37	5.00
13	Northridge	090 CDMG Station 24278	1994年	0.57	0.52	0.79	6.80
14	Landers	000 SCE Station 24	1992年	0.78	0.32	0.75	21.34

Selected ground motion records

失效模式弯曲失效弯剪失效
γ₁ γ₂ γ₁ γ₂

界限1 0.2195 -1.8113 0.2195 -1.8113
界限2 0.1706 -0.7598 0.1706 -0.7598
界限3 0.1557 -0.4404 0.1691 -0.7258

Fitting parameters of seismic fragility curve of pile-supported wharf

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