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《地下建筑結(jié)構(gòu)》課程設(shè)計(jì)班級(jí):土1205-1班學(xué)號(hào):20120665姓名:***指導(dǎo)教師:高**專(zhuān)業(yè):城市地下空間工程石家莊鐵道大學(xué)土木工程學(xué)院2015-12-201.工程概況1.1工程地質(zhì)某城市一區(qū)間隧道工程,位于城市主干道下方,埋深h=10m,從上到下地層情況為:(1)雜填土:天然容重18.2kN/m3,粘聚力3.5kPa,內(nèi)摩擦角12°,層厚2m;(2)礫砂夾粉質(zhì)粘土:褐色、灰褐色、黃褐色,中密~密實(shí),飽和。含大于2mm顆粒占總重的35~45%,鉆探過(guò)程中所見(jiàn)最大粒徑80mm,粉質(zhì)粘土含量在23%以上,天然容重19.4kN/m3,飽和容重21.6kN/m3,粘聚力33.5kPa,內(nèi)摩擦角18.5°。該層分布連續(xù),層厚5m;(3)粉質(zhì)粘土:灰褐色,質(zhì)軟、飽和,局部夾礫砂混粒,礦物成分以石英、長(zhǎng)石為主。粘粒含量6%。含大于4mm顆粒占總重的35~45%,最大粒徑80mm。該層層厚5m。該層飽和容重22.4kN/m3,平均粘聚力39.8kPa,內(nèi)摩擦角17.8°。(4)含粘性土薄夾層圓礫:淺黃色、黃褐色,中密~密實(shí),濕~飽和,混粒結(jié)構(gòu),礦物成分以石英、長(zhǎng)石為主,粘粒含量9%。含大于2mm顆粒占總重的35~45%,最大粒徑80mm。該層分布連續(xù),層厚8m。該層飽和容重23.8kN/m3,平均粘聚力29.8kPa,內(nèi)摩擦角24.8°。(5)風(fēng)化花崗巖:(4)層以下12m均為風(fēng)化花崗巖,中等風(fēng)化狀態(tài)。1.2水文地質(zhì)特征本區(qū)段地下水類(lèi)型為第四系松散巖類(lèi)孔隙潛水,雨季豐水期的地下水位在地面以下3.0m,冬季枯水期地下水位在地面以下4m。1.3工程地質(zhì)及水文地質(zhì)特征圖2.結(jié)構(gòu)尺寸及材料隧道結(jié)構(gòu)尺寸圖(cm)2.1結(jié)構(gòu)及尺寸(1)襯砌結(jié)構(gòu)如上圖所示(22斷面),(2)本圖適用于石家莊六線(xiàn)隧道DK278+480~DK278+728(京石客專(zhuān)里程)段明洞襯砌結(jié)構(gòu)。(3)隧道采用無(wú)砟軌道,道床底面至內(nèi)軌頂面的高度為77.9cm。(4)改建京廣線(xiàn)、京石客專(zhuān)隧道軌面以上有效內(nèi)凈空面積分別為:88.75m2、100.05m2。(5)采用明挖法施工。2.2材料(1)襯砌主體結(jié)構(gòu)為鋼筋混凝土:(2)拱部、邊墻、底板:C35鋼筋混凝土;(3)水溝及電纜槽槽身:C25混凝土;(4)水溝及電纜槽蓋板:C35鋼筋混凝土。(5)結(jié)構(gòu)底鋪設(shè)100mm厚C15混凝土墊層+150mm厚碎石墊層。(6)本圖未詳之處見(jiàn)有關(guān)說(shuō)明及圖紙。(7)二襯混凝土保護(hù)層厚度:迎水側(cè)40mm,背水側(cè)30mm。(8)二次襯砌采用C30防滲鋼筋混凝土,防滲等級(jí)P10。3.設(shè)計(jì)內(nèi)容3.1荷載計(jì)算,確定作用在地下結(jié)構(gòu)上的荷載結(jié)構(gòu)自重由ANSYS軟件自動(dòng)計(jì)算地面超載該區(qū)間隧道工程,位于城市主干道下方,埋深h=10m,采用明挖法施工。根據(jù)《鐵路隧道設(shè)計(jì)規(guī)范》TB10003-2005可知,該區(qū)間隧道為淺埋隧道,應(yīng)按淺埋隧道設(shè)計(jì)。這樣就會(huì)受到城市主干道車(chē)輛荷載的影響。2。隧道位于城市主干道下方,作用在路面的車(chē)輛荷載就相當(dāng)于地面超載。所以該區(qū)間隧道的地面超載為:地面超載為(每延米):qK地面超載=15KN/m。地層壓力由工程地質(zhì)可知,從上到下,隧道覆蓋層及周?chē)鷰r層情況依次為:雜填土,層厚2m;礫砂夾粉質(zhì)粘土,該層分布連續(xù),層厚5m;粉質(zhì)粘土,層厚5m;含粘性土薄夾層圓礫,該層分布連續(xù),層厚8m;風(fēng)化花崗巖,含粘性土薄夾層圓礫層以下12m均為風(fēng)化花崗巖,中等風(fēng)化狀態(tài)。隧道埋深為10m,大多處在含粘性土薄夾層圓礫層中,圍巖完整程度和堅(jiān)硬程度較差。根據(jù)我國(guó)鐵路隧道圍巖分級(jí)方法,可以判定該區(qū)間隧道所處圍巖級(jí)別為Ⅴ級(jí)。根據(jù)隧道施工設(shè)計(jì)圖紙可知,開(kāi)挖坑道寬度B=26.50m。根據(jù)《鐵路隧道設(shè)計(jì)規(guī)范》TB10003-2005可知,等效荷載高度值為:根據(jù)《鐵路隧道設(shè)計(jì)規(guī)范》TB10003-2005可知,隧道埋深。所以該區(qū)間隧道為超淺埋隧道,隧道處于城市主干道以下,地面基本水平,故隧道襯砌結(jié)構(gòu)所受荷載具有對(duì)稱(chēng)性。根據(jù)工程地質(zhì)情況,從上到下依次為:雜填土,天然容重18.2kN/m3,層厚2m;礫砂夾粉質(zhì)粘土,天然容重19.4kN/m3,飽和容重21.6kN/m3,該層分布連續(xù),層厚5m;粉質(zhì)粘土,該層飽和容重22.4kN/m3,層厚5m;含粘性土薄夾層圓礫,該層飽和容重23.8kN/m3,該層分布連續(xù),層厚8m;風(fēng)化花崗巖,含粘性土薄夾層圓礫層以下12m均為風(fēng)化花崗巖,中等風(fēng)化狀態(tài)。根據(jù)水文地質(zhì)特征,本區(qū)段地下水類(lèi)型為第四系松散巖類(lèi)孔隙潛水,雨季豐水期的地下水位在地面以下3.0m,冬季枯水期地下水位在地面以下4m。圍巖壓力計(jì)算選擇地下水的不利情況,即按雨季豐水期的地下水位在地面以下3m計(jì)算。圍巖壓力的垂直均布?jí)毫椋簢鷰r壓力的水平壓力可按朗金公式計(jì)算。根據(jù)《地鐵設(shè)計(jì)規(guī)范》GB50157-2013,隧道所處地層為粘性土層,故在施工階段,側(cè)向水、土壓力,應(yīng)采用水土合算。坑道的凈高,隧道開(kāi)挖坑道底部有2.54m厚中等風(fēng)化狀態(tài)的花崗巖,巖性較好,可認(rèn)為水平側(cè)壓力系數(shù)為0,即隧道所受的水平側(cè)壓力只在距地面10m到20m范圍內(nèi)呈梯形分布。平均飽和容重為。巖體的似摩擦角。巖體兩側(cè)摩察角作用在隧道頂部的水平壓力為:作用在隧道底部的水平壓力為:隧道圍巖壓力圖地震荷載(地震烈度7度)作用在隧道襯砌結(jié)構(gòu)橫截面上的地震作用力,可根據(jù)《鐵路工程抗震設(shè)計(jì)規(guī)范》GB50111-2006(2009年版),采用地震系數(shù)法(慣性力法)計(jì)算。a、左線(xiàn)拱部由隧道設(shè)計(jì)施工圖可知,隧道左線(xiàn)拱部體積為,鋼筋混凝土密度。隧道左線(xiàn)拱部水平慣性力為:,以集中力的形式,作用在左線(xiàn)拱部的軸線(xiàn)處。b、右線(xiàn)拱部由隧道設(shè)計(jì)施工圖可知,隧道右線(xiàn)拱部體積為,鋼筋混凝土密度。隧道右線(xiàn)拱部水平慣性力為:,以集中力的形式,作用在右線(xiàn)拱部的軸線(xiàn)處。c、左邊墻由隧道設(shè)計(jì)施工圖可知,隧道左邊墻體積為,鋼筋混凝土密度。隧道左邊墻水平慣性力為:,以均布力的形式,作用在左邊墻。d、中墻由隧道設(shè)計(jì)施工圖可知,隧道中墻體積為,鋼筋混凝土密度。隧道中墻水平慣性力為:,以均布力的形式,作用在中墻。e、右邊墻由隧道設(shè)計(jì)施工圖可知,隧道右邊墻體積為,鋼筋混凝土密度。隧道右邊墻水平慣性力為:,以均布力的形式,作用在右邊墻。f、底板由隧道設(shè)計(jì)施工圖可知,隧道底板體積為,鋼筋混凝土密度。隧道底板水平慣性力為:,以集中力的形式,作用在底板的軸線(xiàn)處。地層彈性抗力由隧道工程地質(zhì)和水文地質(zhì)特征,以及我國(guó)鐵路隧道圍巖分級(jí)方法可知,該區(qū)間隧道圍巖級(jí)別為Ⅴ級(jí)。類(lèi)比于瀘昆高速鐵路隧道研究點(diǎn)圍巖抗力系數(shù)推薦值,該隧道圍巖彈性抗力系數(shù)可取40MPa/m,地層彈性抗力在ANSYS中計(jì)算。3.2ANSYS結(jié)構(gòu)分析,確定結(jié)構(gòu)內(nèi)力(1)結(jié)構(gòu)計(jì)算模型ANSYS隧道ANSYS隧道結(jié)構(gòu)模型(2)隧道內(nèi)力圖軸力圖彎矩圖(3)結(jié)構(gòu)內(nèi)力表ELEMNIINJMIMMJQIQQJ10..1122213E++050.11122113E+005-0.11714443E+0040.16614033E+033--0.11104277E+055--0.15565366E+04420..1122213E++050.11122113E+0050.16614033E+033--0.34412244E+033--0.30049500E+04400.6422782EE+0430..1122213E++050.11122113E+005-0.33412224E+003-0.22065446E+003-0.55191227E+0040.42286055E+04440..1122213E++050.11122113E+005-0.22065446E+003-0.22426333E+003-0.44617338E+0040.48859933E+04450..1122213E++050.11122113E+005-0.22426333E+003-0.22329663E+003-0.44771115E+0040.47706166E+04460..1122213E++050.11122113E+005-0.22329663E+003-0.22355554E+003-0.44729995E+0040.47747377E+04470..1122213E++050.11122113E+005-0.22355554E+003-0.22348660E+003-0.44740999E+0040.47736333E+04480..1122213E++050.11122113E+005-0.22348660E+003-0.22350446E+003-0.44738003E+0040.47739288E+04490..1122213E++050.11122113E+005-0.22350446E+003-0.22349996E+003-0.44738883E+0040.47738499E+044100..1122213E++050.11122113E+005-0.22349996E+003-0.22350009E+003-0.44738661E+0040.47738700E+044110..1122213E++050.11122113E+005-0.22350009E+003-0.22350006E+003-0.44738667E+0040.47738655E+044120..1122213E++050.11122113E+005-0.22350006E+003-0.22350007E+0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