第五章 以經驗方法檢核潛盾隧道施工引致之深層沉陷
6.2 建議
（1）本論文依據現地沉陷監測結果建立經驗方法，未來可考慮利用數值分析方 法加以討論，以進行更全面性更詳細之研究。
（2）本文僅探討圓形斷面單隧道施工，未來可透過更多工程案例針對雙隧道或 非圓形斷面隧道進行評估。
（3）在研究中建議以經驗方法預估深層沉陷，因蒐集深層沉陷監測資料不易，
故無法將不同的潛盾施工方式及開挖土層狀況分開討論。未來若能蒐集更 多深層沉陷資料，則可探討本研究所建議經驗法在不同施工機型及於不同 土層的適用性。
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表2-1 潛盾機之分類與特性（蔡茂生, 1985）
表2-2 土壤粒徑分佈與潛盾機適用範圍（朱旭, 1984）
密閉式潛盾機
壓 氣 降低水位 壓 氣 灌 漿
Ａ 領 域 ◎ N<5 ◎ △ ○
B 領 域 ◎ △ ○
C 領 域 ○ ○ ○ ◎
D 領 域 ○ ○ △ ◎ ◎
E 領 域 △ ○ ○
F 領 域 △
手挖式、半機械式、機械式潛盾機
泥水加壓式 潛盾機
土壓平衡 式潛盾機
註：◎表示最適用。 ○表示適用。 △表示適用但不經濟
型 式
輔助 工法
粒徑分佈
領 域
表2-3 潛盾機型式與適用土質、輔助工法之關係（日本土木學會, 1987）
表2-5 地表最大沉陷量（after Fujita, 1982）
Maximum Surface Settlement（cm）
Type of
Shield Type of Soil Additional
Measures Smax Smin Average Errors Cited Cases Clay Not Adopted
Not Adopted Slurry Type
Sand Both 6.4 2.1 4 ±2.5 4 EPB Shield
Sand Adopted
表2-6 地表最大沉陷量之預測值（after Fujita, 1982）
Predicted Surface Maximum Settlement and Errors（mm）
Additional
Measures Type of Soil
Open Shield Blind Shield Slurry Shield EPB Shield
Clay 100±30 40±20 40±10 60±25
Clay（*） 200±20 100±25 - 150±35
Clay and Sand 100±30 - 90±30 20±10 Not
Adopted
Sand - - - -
Clay - 30±20 - -
Sand 40±30 - - -
Adopted
Sand（*） 200±50 - - -
（黏土層中之實測值又依沉陷量之大小分成兩類，“ * ＂為沉陷量較大之一類）
表2-7 雙曲線參數 a 值建議表（簡明同, 1998）
雙曲線模式 a 值建議表 (day/mm) 潛盾機型式
輔助工法 土壤種類 土壓平衡式 泥水加壓式 開放式
粘土 0.15~ 0.25 (13 例) 0.19~ 0.57 (4 例) _ 軟弱粘土 0.05~ 0.09 (5 例) _ 0.19 (1 例) 不採用
砂土 0.05~ 0.11 (6 例) 0.06 (2 例) _ 粘土 0.16~ 0.36 (2 例) _ 0.73 (1 例)
軟弱粘土 _ _ 0.11~ 0.21 (2 例)
採用
砂土 _ 0.35~ 0.87 (2 例) 0.01~ 0.33 (2 例) 註：軟弱粘土：標準貫入試驗N 值 < 4、Marine clay、Sensitive clay。
表3-1 開放式潛盾隧道於砂土層開挖引致地表沉陷歷時曲線之案例列表 Case
No. Site Location Diameter 2R (m)
Depth Z (m)
Smax
(mm)
1/a (mm/day)
a (day/mm)
b (1/mm)
Additional
Method Reference OS 1 Lumb Brook Sewer Willow Drive,
U.K. 3.6 4.7 78 N/A N/A 0.0128 C.G. O’Reilly et al.,
(1980) OS 2 Lumb Brook Sewer Hollow
Drive-1, U.K. 3.6 6.48 15 N/A N/A 0.0667 C.A. O'Reilly et al., (1980) OS 3 Lumb Brook Sewer Hollow
Drive-2, U.K. 3.6 6.48 20 N/A N/A 0.0500 C.A. O'Reilly et al., (1980) OS 4 Lumb Brook Sewer Chester Rd.,
U.K. 3.6 6.48 7 N/A N/A 0.1429 C.A. O’Reilly et al.,
(1980) OS 5 Warrington Mersey St. to Howley
Sewer, U.K. 2.0 8.4 28 N/A N/A 0.0357 C.A. O’Reilly et al., (1980) OS 6 Caracas Metro Section 4, Venezuela 5.6 11.2 19 N/A N/A 0.0526 C.G. Saiz et al., (1981) OS 7 Ouseburn Valley Northumbrian
Sewer, U.K. 3.47 13 81 N/A N/A 0.0123 N/A O’Reilly and
New (1982) OS 8 Taipei Sewer Main Line B, Taiwan 4.52 8.8 44 17.92 0.0558 0.0193 C.A. Cai (1989) OS 9 Greater Cairo Sewer, Egypt 5.15 14.0 20.6 3.47 0.2879 0.0605 C.A. El-Nahhas et al.,
(1991) Note：C.G.：Chemical grouting；C.A.：Compressed-Air。
表3-2 開放式潛盾隧道於黏土層開挖引致地表沉陷歷時曲線之案例列表 Case
No. Site Location Diameter 2R (m)
Depth Z (m)
Smax
(mm)
1/a (mm/day)
a (day/mm)
b (1/mm)
Additional
Method Reference OC 1 Lumb Brook Sewer Greenfield Av.,
U.K. 3.6 9.0 19 N/A N/A 0.0526 C.G. O’Reilly et al.,
(1980) OC 2 Bristol City Avonmouth 2 Sewer,
U.K. 3.4 6.0 20 N/A N/A 0.0500 C.A. Toombs (1980)
OC 3 York Way, U.K. 4.1 14.1 3 N/A N/A 0.3333 N/A West et al.,
(1981) OC 4 Caracas Metro Section 2, Venezuela 5.6 15 6.5 N/A N/A 0.1538 C.G. Saiz et al., (1981) OC 5 Budapest Metro, Hungary 5.5 30 34 N/A N/A 0.0294 C.A.
D.W. Rozsa (1981) OC 6 Regents Park, London, U.K. 4.2 34 5 N/A N/A 0.2000 N/A O’Reilly and New (1982) OC 7 Regents Park, London, U.K. 4.2 20 7 N/A N/A 0.1429 N/A O’Reilly and
New (1982) OC 8 Thames Water Authority Sutton
Sewer, U.K. 1.78 17.1 3.8 N/A N/A 0.2632 N/A O’Reilly and New (1982) OC 9 Thames Water Authority Sutton
Sewer, U.K. 1.78 3.4 3.7 N/A N/A 0.2703 N/A O’Reilly and
New (1982) Note：C.G.：Chemical grouting；C.A.：Compressed-Air；D.W.：Dewatering Method。
表3-2 開放式潛盾隧道於黏土層開挖引致地表沉陷歷時曲線之案例列表（Cont’d）
表3-2 開放式潛盾隧道於黏土層開挖引致地表沉陷歷時曲線之案例列表（Cont’d）