贵州六盘高速公路吴家寨隧道左线六盘端初步设计

A1A0A2A3A4A5A6A7A8A9A10A11A12A13A14A2A3A15A16A17A18A19贵州六盘高速公路吴家寨隧道左线六盘端初步设计摘要随着科技的发展、社会的不断进步，高速公路的重要性越来越显著，而作为公路的一部分隧道，对于施工和设计的要求也越来越高。本设计课题为高速公路隧道，重点研究新奥法施工。贵州六盘高速公路吴家寨隧道为分离式单向行驶两车道隧道，左线全长298M，围岩的基本情况为级围岩长155M；级围岩长90M；级围岩长53M。隧道洞门设计成翼墙式洞门；隧道采用新奥法施工，隧道衬砌采用复合式衬砌；隧道开挖、级围岩使用全断面开挖法，级围岩使用台阶分部开挖法，采用钻爆法开挖；隧道的辅助施工方法有超前小导管注浆和超前锚杆；隧道通风方式为自然通风。隧道经过多次计算和验算后，洞门、衬砌、照G7138和通风合G7696，G2499G1209G8503G5132施工。G1863G19202G16801隧道；新奥法；围岩；复合式衬砌A20A21A22A23A24A25A26A27A28A29A30A31A32A33A34A22A23A35A36A37A38A39THEPRELIMINARYDESIGNOFTHELEFTLANEOFTHEWUJIAZHAITUNNELINGUIZHOULIUPANEXPRESSWAYABSTRACTWITHTHEDEVELOPMENTOFSCIENCEANDTECHNOLOGY,SOCIALPROGRESS,THEIMPORTANCEOFHIGHWAYBECOMINGMOREANDMOREOBVIOUS,ANDASPARTOFTHEROADTHETUNNEL,FORCONSTRUCTIONANDDESIGNREQUIREMENTSHAVEBECOMEMORESOPHISTICATEDTHEDESIGNISSUESFORHIGHWAYTUNNELS,FOCUSESONTHECONSTRUCTIONOFNEWAUSTRIANTUNNELINGMETHODG708NATMG709THELEFTLANEOFTHETUNNELWUJIAZHAIINGUIZHOULIUPANEXPRESSWAYSEPARATEONEWAYTRAFFICFORTHETWOLANETUNNEL,ATOTALLENGTHOFTHELEFTHANDLANE298M,THEBASICSITUATIONOFTHESURROUNDINGROCKGRADEROCKLONG155MGRADEROCKLONG90MGRADEROCKLONG53MPORTALDESIGNEDWINGOFTHETUNNELWALLPORTALTUNNELNATMCONSTRUCTION,TUNNELLININGUSINGCMPOSITELININGTUNNELEXCAVATION,CLASSSURROUNDINGTHEUSEOFFULLFACEEXCAVATIONMETHOD,GRADELEVELDIVISIONSSURROUNDINGTHEUSEOFOPENDIGGINGMETHOD,USINGDRILLANDBLASTEXCAVATIONMETHODTUNNELCONSTRUCTIONMETHODSOFSUPPORTINGSMALLCATHETERADVANCEDANDAHEADOFGROUTINGBOLTTUNNELVENTILATIONFORNATURALVENTILATIONAFTERSEVERALROUNDSOFTHETUNNELAFTERTHECALCULATIONANDCHECKING,PORTAL,LINING,LIGHTINGANDVENTILATIONQUALIFIEDTONORMALCONSTRUCTIONKEYWORDSTUNNELNEWAUSTRIANTUNNELINGMETHODROCKCMPOSITELININGA20A21A22A23A24A25A26A27A28A29A30A31A32A33A34A22A23A35A36A37A38A39目录第1章设计原始资料111采用的技G7427G7643G1946G2462设计G7643G1946G16280G145511111G1039要技G7427G7643G19461112G1039要设计G7643G1946G16280G14551112工G12255G8022况113工G12255G3332G17148G8022况1第2章总体设计321G17885G3348的G13783G15397322洞G2487G17885G6333G2462线G5430G13783G15397323G13449断面设计424G8190断面设计4241G5326G12581G19492G110404242G13051G5625G1584车G5114G2462G8190向通道5243G1881G17730G5287设计5第3章洞门设计及强度与稳定性验算631洞G2487G8585G3332G17148G16792G12276311六盘G8712G124836312盘G2451G12483632洞门设计6321洞门G12879G3423G17885G63336322洞门设计6第4章衬砌设计941G2033G7411G6915G62641042G1120次衬砌10A40A41A42A43A44A45A46A47A48A49A50A51A52A53A54A42A43A55A56A57A58A5943围岩G2399G2159的计算13431断面G2454G6980G11842G446213432计算G3414G11464G3355G5079G2399G215913432G8985G3487和G9157G3487隧道的分G1104015433围岩G2399G2159计算16第5章防排水设计2051G19462G6502G8712要求2052G19462G6502G8712的G2419G20292053本隧道的G19462G6502G8712G6526施21531G19462G8712G6526施21532G6502G8712G6526施21533衬砌的G6502G8712G6526施22534洞G2487G6502G8712设计23第6章通风照明设计2461通风24611通风计的G7643G194624612G19668风G18339计算24613G11842G4462通风方式；2862照G7138设计29621照G7138设计的G17885G6333和G5079G1363429622照G7138计算30623照G7138设计33第7章隧道路面设计36第8章施工设计3981施工G1946G38033982辅助施工方法39821超前锚杆40822超前小导管注浆40A40A41A42A43A44A45A46A47A48A49A50A51A52A53A54A42A43A55A56A57A58A5983施工设计42831G5647G1319方G7708和部G1363842832洞G2487施工42833隧道G1881施工4384G10628G3342G11429G6523G18339G899154841施工的G11429G6523G18339G899154842G11429G6523G18339G8991的G1231G216554843G11429G6523G18339G8991的G1881G4493和方法54844G14841G17828阶G8585的G11429G6523G18339G899156参考文献57致谢58附录A衬砌结构验算电算结果59A60A61A62A63A64A65A66A67A68A69A70A71A72A73A74A62A63A75A76A77A78A79A801A81A8286A81第1章设计原始资料11采用的技术标准及设计标准规范111主要技术标准（1G709隧道G6365G16280G4462的G17840G7411的G1144通G18339设计，采用分离式单向行驶两车道隧道G708G990、G991行分离G709。G3（2）隧道设计车速，隧道G1972G1321线G5430G994G1940G12366G6365100KM/H设计，隧道照G7138设计速G5242G6365照100KM/H设计。112主要设计标准规范（1）G457公路隧道设计G16280G14551G458G3JTJ02690；G3G7082G709G3G457公路隧道通风照G7138设计G16280G14551G458G3JTJ02611999；G3G3G7083G709G3G457公路工G12255技G7427G7643G1946G458G3JTJ00197；G7084G709G457公路工G12255G6251G19675设计G16280G14551G458JTJ00489；G3G3G7085G709G3G457锚杆G2955G4568G9163G1969G3315G6915G6264技G7427G16280G14551G458G3GB500862001；G7086G709G457G3332G991工G12255G19462G8712技G7427G16280G14551G458GB501082001；G7087G709隧道围岩级G2047G6365G457公路隧道设计G16280G14551G458JTJ02690。12工程概况G3G3G3G3吴家寨隧道为分离式G11713隧道，隧道G17736线G17220向234，左线隧道进G2487G7741G2507为K26260，G1998G2487G7741G2507为K26558，隧道G5225高G12255为11909G79411845M，隧道G44971075M，高50M，全长298M；G2503线隧道进G2487G7741G2507为YK26292，G1998G2487G7741G2507为YK26558，隧道G5225高G12255为11893G79411834M，隧道G44971075M，高50M，全长266M。隧道G7380G3835G3487G9157G1313于K26460，G7380G3835G3487G9157711M，隧道G13449G3381整G1319为一单G3381，G13449G3381G3381G5242为180。G313工程地质概况该隧道洞G2487六盘G8712G12483隧道围岩级G2047为级，岩性为强风化G991G5114G794弱风化玄武岩为G1039，岩石柱状节理很发育，岩G17148较硬，完整性差。盘G2451G12483隧道围岩级G2047为级岩性为强风化G991G5114G794弱风化玄武岩为G1039，岩石柱状节理很发育，岩G17148较硬，完整性差。隧道K26295G794K26349G8585围岩级G2047为级，岩性为弱风化玄武岩，属硬G17148岩，岩石柱状节理较发育，A83A84A85A86A87A88A89A90A91A92A93A94A95A96A97A85A86A98A99A100A101A102A1032A104A10586A104裂隙块状结构G794镶嵌碎裂结构，节理裂隙面结合一般，岩G17148硬G794坚硬，较完整。K26504G794K26540G8585围岩级G2047为级，岩性为弱风化玄武岩，属硬G17148岩，岩石柱状节理较发育，裂隙块状结构G794镶嵌碎裂结构，节理裂隙面结合一般，岩G17148硬G794坚硬，较完整。K26349G794K26504G8585围岩级G2047为级，岩性为弱风化、微风化玄武岩，属硬G17148岩，岩石柱状节理不发育，块状整G1319结构岩G1319，较完整。G3A10611A107A108A109A110A111A112A109A110A111A112A113A114A115A116A117A118A119A116A117A118A119围岩级别力学指标备注密G5242103KG/M3250G794260260G794280270G794290G3弹性G6251G2159系G6980KMPA/MG3400G7945001000G79412001400G7941600弹性模G18339静态G3EGPA80100150200250300泊松比025020020015016012计算G1881摩擦角G3505455606065G4493许承载G2159。KPAG31500G79420002600G79430003000G7943500饱和G6251G2399强G5242RBMPAG3120200350600500800摩擦系G6980G3F圬工G994围岩045055060A120A121A122A123A124A125A126A127A128A129A130A131A132G3详细G3332G17148情况G2454见隧道G13449断面设计图。G3G3G3G3G3G3G3G3G3G3G3G3G3G3A133A134A135A136A137A138A139A140A141A142A143A144A145A146A147A135A136A148A149A150A151A152A1533A154A15586A154第2章总体设计21选址的考虑隧道G5647G1319设计应遵循G1209G991G2419G2029G7081G709在G3332G5430、G3332貌、G3332G17148、气象、社会人文和环境等调查基础G990，综合必G17885隧道各G17736线方G7708的G17220向、平G13449线G5430、洞G2487G1313G13634等，提G1998推荐方G7708。G3332G17148条件很差时，特长隧道的G1313G13634应G6523制路线G17220向，G1209避开不良G3332G17148G3332G8585；长隧道G1313G13634亦应尽G2499能避开不良G3332G17148G3332G8585，并G994路线G17220向综合G13783G15397；中、G11713隧道G2499服从路线G17220向。G7082G709根据公路等级和设计速G5242G11842G4462车道G6980和G5326G12581G11040G19492。在满足隧道功能和结构受G2159良好的前提G991，G11842G4462经济合理的断面G1881G17730G5287。隧道G1881外、G13449线G5430应协调，G1209满足行车的安全、舒适要求。G7083G709根据隧道长G5242、G1144通G18339G2462其构成、G1144通方向G2462环保要求等，G17885G6333合理的通风方式，G11842G4462通风、照G7138、G1144通G11429G6523等机电设施的设G13634G16280模。必要时特长隧道应做G19462灾专项设计。G7084G709应结合公路等级、隧道长G5242、施工方法、工G7411和G17828G14841要求，对隧道G1881外G19462G6502G8712系统、消G19462给G8712系统、辅助通道、弃渣处理、管理设施、G1144通工G12255设施、环境保G6264等做综合G13783G15397。G7085G709当隧道G994相邻G5326G12581物互有影响是，应在设计G994施工中采取必要的G6526施。吴家寨隧道G1313G13634G17885G6333包G6336洞G17535G1313G13634和洞G2487G1313G13634的G17885G6333两项，G1039要G1209G3332G5430、G3332G17148为G1039等进行综合G13783G15397，G4464G20330G1820G6502G19512显著不良G3332G17148G3332G8585，G6365G3332G5430条件G6323G4462隧道G2462G6521线方G7708，在进行G9157G1849的G3332G3348调查，综合各方面G3252G13044，G17885G4462隧道G1313G13634。22洞口选择及线形考虑G7081G709隧道洞G2487G1313G13634应根据G3332G5430、工G12255G3332G17148G2462G8712文G3332G17148情况，着重G13783G15397隧道G1220G3381、G17805G3381的G12295G4462，保G16789施工G2462G17828G14841的安全，并结合洞G2487有G1863工G12255G2462施工条件，综合研究比G17885G11842G4462。一般情况隧道G4464G7101进洞、G7214G1998洞。G7082G709洞G2487G12483岩G4630为G1120G2484系G4796G11485G4677玄武岩G13464G708P2G709G3332G4630，岩性为强风化G991G5114G794弱风化玄武岩为G1039，岩石柱状节理很发育，G1817G3647G19093G19204G17148、G8889G17148，岩G1319G11784碎多G2588块状、碎石状，A133A134A135A136A137A138A139A140A141A142A143A144A145A146A147A135A136A148A149A150A151A152A1534A154A15586A154碎裂状G6122裂隙块状结构，岩G17148较硬，完整性差，G7422见断G4630等构G17908发育，G1306洞G2487G19480G17829G1039要为强风化玄武岩G991G5114，岩石柱状节理裂隙发育，对进G2487G8585G17805G3381G12295G4462性有一G4462影响，应进行G19462G6264。G7083G709隧道洞G2487G2462洞G17535基本在基岩中通过，对G3332面影响G10990微，G2375使在G3487G9157小的G3332G8585，G2494要G2462时G6915G6264，也不会G1147G10995G3332面G3616G19531等G3332G17148灾G4487。洞G17535围岩G1039要为弱G794微风化岩G4630，为弱G17891G8712G4630，G1000隧道G3332处G4408G4677，G7092G3332G15932G8712G1319，隧道开挖G2462G17828G14841过G12255中不会G1147G10995G11107G5190G3332G15932G8712等G2373G4487。G3252G8504，吴家寨隧道根据G990G17860分G7524，并结合G3332G17148图，本隧道洞G2487G2462洞G17535基本在基岩中通过，隧道围岩较好，隧道G17885线条件较G4497松。隧道左线六盘G8712G12483洞G2487设G13634在K26260，盘G2451G12483洞G2487设G13634在K26558；G2503线六盘G8712G12483洞G2487设G13634在YK26292，盘G2451G12483洞G2487设G13634在YK26558。隧道为小G7366G10587隧道，详细情况G2454见吴家寨隧道G708G3332G17148G709平面图。23纵断面设计本隧道的基本G3381道G5430式设为单G3381。G3381道G5430式的G17885G6333G1393据和G13449G3381G3381G5242的G1039要G6523制G3252G13044为通风G19394题和对G8785车行驶的G2045G4487。隧道的G13449G3381G1209不G19462G11873G6502G8712的G13543G3381为G4464，G3381G5242过G3835，对G8785车行驶、隧道施工和G1871G6264管理G18129不G2045。单向通行的隧道设计成单G3381对通风是G19762G5132有G2045的，G3252G8785车G18129是单G3381行驶，发G2172机G1147G10995的有G4487气G1319G4581，对通风也很有G2045。G3252G8504，吴家寨隧道G13449G3381整G1319设计为单G3381，G13449G3381G3381G5242为180。G324横断面设计241建筑限界吴家寨隧道的G5326G12581G19492G11040G6365100KM/H时速设计，G5326G12581G19492G11040取G1552G3926G991G5326G12581G19492G11040G8190断面G4497G5242G3926G991G15932A15621A157A158A159A160A161A162A158A159A163A164A165A166MA167A168A169A170A171A163KM/HA167A172A173A174A171WA175A176A177A178A179A180A181JA182A183A177A178A184A175A185A175A184A175A185A175A184A175A185A1751002X375050100075075050050A186A187A188A189A190A191A192A193A194A195A196A197A198A199A200A188A189A201A202A203A204A205A2065A207A20886A207A209A210A211A212A213A214A215A210A211A212A213A21621A217A218A219A220A221A222A223A224A225A226CMA227242紧急停车带及横向通道G3G3G18504于本隧道属于G11713隧道，G6164G1209本隧道不设G13634G13051G5625G1584车G5114和G8190向通道。G3243内轮廓设计G3根据G5326G12581G19492G11040，G2045用G989G5527G3290法，G5483G1998隧道断面G1881G17730G5287图G3926G991G3OOOOOR3100A228A229A230A231A232A233A234A235A230A236A233A234A230G3A23722A238A239A240A241A242A243A244A245A246A247CMA248A249A250A251A252A253A254A255A1A0A2A3A4A5A6A7A251A252A8A9A10A11A12A216A22A2386A22第3章洞门设计及强度与稳定性验算31洞口段地质评价311六盘水端根据隧道G3332G17148G13449断面图，隧道六盘G8712G12483洞G2487G1313于G7024G3381G990，洞G2487G19480G17829隧道G17736线G994G3332G5430线G258847G5242角相G1144，G7024G3381自然G3381G5242G1343442，洞G2487G12483岩G4630为G1120G2484系G4796G11485G4677玄武岩G13464G708P2G709G3332G4630，岩性为强风化G991G5114G794弱风化玄武岩为G1039，岩石柱状节理很发育，G1817G3647G19093G19204G17148、G8889G17148，岩G1319G11784碎多G2588块状、碎石状，碎裂状G6122裂隙块状结构，岩G17148较硬，完整性差，G7422见断G4630等构G17908发育，G1306洞G2487G19480G17829G1039要为强风化玄武岩G991G5114，岩石柱状节理裂隙发育。312盘县端隧道盘G2451G12483洞G2487G1313于G19509G3381G990，洞G2487G19480G17829隧道G17736线G994G3332G5430线基本G8503G1144，G4677G3381自然G3381G5242G1343472。盘G2451G12483洞G2487岩G4630为G1120G2484系G4796G11485G4677玄武岩G13464G708P2G709G3332G4630，岩性为强风化G991G5114G794弱风化玄武岩为G1039，岩石柱状节理很发育，岩G1319G11784碎多G2588块状、碎石状，碎裂状结构G6122裂隙块状结构，G7422见断G4630等构G17908发育，G1306洞G2487G19480G17829G1039要为强风化玄武岩G991G5114，岩石柱状节理裂隙发育，对进G2487G8585G17805G3381G12295G4462性有一G4462影响。32洞门设计321洞门类型选择本隧道六盘G8712G12483和盘G2451G12483洞G2487围岩基本相G2528，为级围岩，G3332G17148状况一般，G6323采用翼墙式洞门。322洞门设计G7081G709G3G2454G6980设G4462G3翼墙式洞门的G8503墙G7024G5242取101，G1220G3381G3381G10587取1075，设G12483墙G2414G5242为B24MG3设基础G3487G9157为1M，衬砌G6341G20042外G13548G14279洞门G20042部的G17329离取为3MG15设墙高H13M。G7082G709G3各项物理G6363G7643G3G3G3060G3G3G3324/KNMG3G3G3F05G3153G3G3G3G375G3G3G3G3G3MPA61G3G8712G8889G11734浆砌G10267石G3G3322/AKNMG3A13A14A15A16A17A18A19A20A24A25A26A27A28A29A30A15A16A31A32A33A34A35A367A37A3886A37G7083G709G3315G2399G2159计算G3G7380G2373G19517G11784裂面G994G3414G11464面G3853角G3222TANTANTAN1TANTANTANTANTAN1TANTANTANTAN1TANTAN1TANTANG3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G331G3G3G3G3G3G3G32）（）（）（）（）（）（331101732131331331101107321331732131331103G3G3G3G304219G3315G2399G2159系G6980G6365G991式计算G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3TANTAN1TANTANTAN1TANTAN32）（）（）（3314010373311011040008G3315G2399G2159G6365G991式计算A39E2012HG70833G709MKN/241620801324212墙G1319自重G6365G991式计算GAHBG70834G709MKN/4686421322G7084G709G12295G4462性G2462强G5242验算G311G3G6251G1554G16218G12295G4462的验算根据公式G3G3G3G3G3G3G3G3G3G300YMKMG3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G70835G709G3G3G3G3G3G3FZXYXEGXM0G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G70836G709G3FAXZEM0G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G70837G709G3G3G3G3G3G2460G3G3G3G3G3G3G3G3G3G3G3G3AXE16224KN/MZXE16224KN/MG3A40A41A42A43A44A45A46A47A48A49A50A51A52A53A54A42A43A55A56A57A58A59A608A61A6286A61G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G385110132121102120HBXG3832101331421031HBXFG3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G33343133HZFG3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3分G2047G1207G1849公式G70836G709、G70837G709G5483G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3751315832224168514686YMG3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3047033342241620MG3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3618710470375131500MMKYG3满足G6251G1554G16218要求A63A64G9381G2172G12295G4462性验算G3G3G3G3G3G3G3G3G3G3G3EGFKCG3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G70838G709G3G3G3G3G3G3G3G3G3G3G3GGG3G3G3G3G3EEG3G3G3G350FG3G3G3G3G3G3G3G3G1207G1849公式G70838G709G5483G3G3G3G3G3G3G3G3G3G3G33112224162504686CKG3G313G3墙G17535G6142面G1571G5527验算G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3NMEBG3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G70839G7091123MEHMKN52351136124162G1207G1849G70839G709G5483G1571G5527G17329510686452351NMEBG95003B072G3G314G3合G2159的G1571G5527G17329的验算G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G38904686047037513150GMMCYG3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G33108902422CBEG950604BG3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3满足基G5225合G2159的G1571G5527G17329。G315G3墙G17535G6142面强G5242验算A65A66A67A68A69A70A71A72A73A74A75A76A77A78A79A67A68A80A81A82A83A84A859A86A8786A86应G2159计算406BEG3G3G3G3G3G3G3G3G3G3G3G3G3A88A89BEBNWMFN61G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3G708310G709G3G2460MKNGN/4686MB42310EG1207G1849310G548361BEBN4231061424686G5483G2052KPA65221MING728MPA61KPA65507MAXG728MPA61满足墙G17535G6142面强G5242的要求。G11013G1209G990验算，G11842G4462G1998G1039墙墙G2414为24M。第4章衬砌设计A90A91A92A93A94A95A96A97A98A99A100A101A102A103A104A92A93A105A106A107A108A109A11010A111A11286A111吴家寨隧道G6915G6264结构采复合式衬砌，分G2033G7411G6915G6264和G1120次G6915G6264，G2033G7411G6915G6264采用G2955锚G6915G6264，G1120次衬砌采用G10628G8987模G12581G9163G1969G3315。G3根据吴家寨隧道G3332G17148G13449断面图G2499G1209G5483G2052隧道围岩分G5079情况见G991G15932G3A11341A114A115A116A117A118A119A115A116A118A119A120A121A122A121A123A124A125A126A127A128A129MA123A124A130A131K26260K2629535A132K26295K2634954A133K26349K26504155A134K26504K2654036A133K26540K2655818A13241初期支护G2033G7411G6915G6264采用G2955锚G6915G6264，G11013G2955G4568G9163G1969G3315、锚杆、G19062G12575G13605和G19062G7562等G6915G6264G5430式G13464合使用，根据不G2528围岩级G2047G2318G2047G13464合。锚杆G6915G6264采用全长G12908结锚杆。G11013工G12255G12879比法，结合G457公路隧道设计G16280G14551G458，G3G2033G7411G6915G6264G2955G4568G9163G1969G3315G7460G7021采用C20级G9163G1969G3315，G6915G6264G2454G6980取G1552G3926G991G15932G3A13542A136A137A138A139A140A141A142A137A138A140A141A143A144A145A146A147A148A149A150A151CMA152A153MA154A155A156A154A157A158A157A159A160A157A161A162A163A164A165A166A167A168A169A170A1718A172A1732020MNSIA174A175A17612A177A178A179251020MNSIA174A175A177A178A17925X25A18015A177A179301220MNSIA174A175A177A178A179A181A18225X25其G1194G2454G6980、锚杆G5079G13634见衬砌断面图。G342二次衬砌G1120次衬砌采用G10628G8987模G12581G9163G1969G3315，G2045用G14667载结构法进行衬砌G1881G2159计算和验算。G1120次衬砌G2414G5242设G13634G3926G991G15932G3A183A184A185A186A187A188A189A190A191A192A193A194A195A196A197A185A186A198A199A200A201A202A20311A204A20586A204A206A207A207A208A208A208A209A209A210A211A212A213A214A215A216A217A212A213A214A215A218A219A220CM围岩级G2047G3G6341、墙G9163G1969G3315G2414G5242G3G1220G6341G9163G1969G3315G2414G5242G330_G335_G33535A221A222A223A224A225A226A227A222A223A224A225A228A229A230A231A232A233A234A235A236A237A238A239A240A241A242A243A244A245A246A247A248A249A250A251A252A253A254A255A32A0A1A2A3A40A251A21A4A255A23A32A5A6A7A250A251A252A8A9A10A11A12A0A13A2A3A51A251A52A14A54A250A31A56A15A16A17A18A40A61A31A14A62A19A31A61A64A14A53A31A61A64A14A2041A22A24A25A26A27A28A20A29A30A33CMA34A35A36A37A38A39A41A42A43A44A45A46A47A48A49A36A37A50A55A57A58A59A6012A63A6586A63OA66A67A68A69A70A71A72A68A69A70A73A74A75A76A77A78A79A80A81A82A83A84A85A86A87A88A89A90A91A92A66A67A93A94A95A96A97A87A98A99A100A101A102A103A94A85A86A87A104A98A105A106A107A93A108A95A109A110A111A112A113A99A114A101A102A115A93A116A117A118A93A108A119A120A121A122A123A93A124A94A117A125A126A127A115A117A128A115A117A12942A130A131A132A133A134A135A129A136A137A138A139CMA140OA141A142A143A144A145A146A147A143A144A145A148A149A150A151A152A153A154A155A156A157A158A159A160A161A162A163A164A141A142A165A166A167A168A169A159A170A171A172A173A174A175A176A177A178A159A179A170A180A181A18220A167A183A184A185A186A187A171A172A173A188A174A189A177A178A190A191A192A193A194A195A196A197A198A191A199A192A200A20143A202A203A204A205A206A207A201A208A209A210A211CMA212A213A214A215A216A217A218A219A220A221A222A223A224A225A226A227A215A216A228A229A230A231A232A23313A234A23586A23443围岩压力的计算431断面参数确定隧道高G5242G75G32G1881G17730G5287线高G5242G14衬砌G2414G5242G14G20056G11053G2476G5430G18339G3隧道G17340G5242G69G32G1881G17730G5287线G4497G5242G14衬砌G2414G5242G14G20056G11053G2476G5430G18339G3A236A237A238A237A239A240A241A242A243A240A241A242A243A244A245A245A246A246MMA247A248A249A250A251A252A253A254A253A255A142050A135080A49A10A247A248A4A0A1A2A3A5A56A247A248A6A7A1A2A8A5A60G6164G1209G20056G11053G2476G5430G18339级围岩为0；级围岩为0004M；围岩为0005MG5483G1998G3G3G3G3级围岩G3G3G3MH0690080988G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3MB781103804011G3G3G3G3级围岩G3G3G3MH10490040120988G3G3G3G3G3G3G3G3G3G3G3G3G3G3G3