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1、支护结构工况模拟计算:表2.4.3-1模拟计算工况统计表工况工况类型深度(m)支锚道号1开挖3.1002加撑加撑第一道内支撑3开挖9.4004加撑加撑第二道内支撑5开挖13.9006加撑加撑第三道内支撑7开挖19.9008刚性较18.3009刚性较14.50010拆撑拆撑第三道内支撑11刚性较10.50012拆撑拆撑第二道内支撑13刚性较5.70014拆撑拆撑第一道内支撑-7I1-3.10m)67UD-fiYJf-2三-UDtLJ82AU0O3ICS29II2MZHoZK55510ICIQ1513_132D202D0252327JO27_no_KN)(109.11)(0.00)及那Nm)Mr(
2、-441.33)(470.42)(-0,32)-(-6862M-(57.24)(0.0)-nm)麴K(0.00)(-125.27)-(o.o)(-0.00)-N-)财(60.80)(-121.08)-(9.95)(-16.27)-图2.4.3-5工况1开挖(3.100m)I2-Ml(2.60m)(-32)(0.00)(0.0)(0.0)(-441.33)-(470.42)(-6862.84)-(57.24)(-125.27)(6)(-0.00)-(9.95)(-121.08)(109.11)(-16.27)(0.00)图2.4.3-7工况3开挖(9.400m)比5一府(13.90m)(-45Z
3、31)-(470.42)(-3.26)-(0.00)(-661.16)-(406.10)(-323.79)-(366.80)(-3556.15)-一(156.25)(0.0)-(0.0)(-533.96)(382.80)(-366.4)-(276.64)(-3556.15)-(156.25)(0.0)-(0.0)魏KN-m)(-661.16)(406.10)(-533.96)-(382.80)(-366.45)(276.64)图2.4.3-10工况6加撑第三道内支撑(13.400m)工况7相(19.90m)(7742.49)(426.24)(0.0)-(0.0)(700)-(-0QO)(QOO
4、)(0.00)图2.43-12工况8加刚性较(18.300m)HSi9Mt*(14.50m)(-174i49)(426.24)(0.0)(0.0)(-0.00)(-0.00)(0.00)(0.00)K(KNm)(-781.84)-(470.42)(-1742.49)-(426.24)蝴mm)弯耶N-m)(-2175.41)(1019.67)(-0.00)(-aoo)赦KN)(-1047.21)(107&43)(0.00)(0.00)(-7.83)(0.51)(0.0)(0.0)(-779.92)(470.42)(-7.83)(0.50)(-174Z+9)(426.24)(0.0)(0.0)(-2150.43)-(1018.30)(-1042.12)(1034.34)(-0.00)-(-0.00)(0.00)(0.00)图2.4.3-16工况12拆撑第二道内支撑梁(8.900m)(-1742.49)(426.24)通过工况模拟计算可知，在整个换撑施工过程中，距离基坑Im范围内的沉降量最大，可达21mm,对于距基坑45m范围的地表沉降影响较小。
