FLAC原理、實例與應(yīng)用指南第四講(簡)

FLAC原理、實例與應(yīng)用指南中國礦業(yè)大學(xué)王培榮Thursday,February2,2023FLAC實例例題（a1a）目的：模擬復(fù)雜情況下的煤層開采時的應(yīng)力、變形。一、計算模型取計算模型大?。洪L100米，高60米。計算模型巖性：十層巖層（包括煤層），九層弱面。巖層厚度、力學(xué)性能與柱狀圖相同。計算模型網(wǎng)格大?。?.5米0.5米。計算規(guī)模：2.5９３萬節(jié)點，2.56萬個單元。十層巖層（包括煤層），九層弱面，如圖newGR200,128MMgen0.0,00.000.0,12.17100.0,12.17100.0,00.00i=1,201j=1,25rat=1,1gen0.0,12.170.0,21.85100.0,21.85100.0,12.17i=1,201j=26,45rat=1,1gen0.0,21.850.0,22.67100.0,22.67100.0,21.85i=1,201j=46,48rat=1,1gen0.0,22.670.0,29.19100.0,29.19100.0,22.67i=1,201j=49,63rat=1,1gen0.0,29.190.0,30.24100.0,30.24100.0,29.19i=1,201j=64,66rat=1,1gen0.0,30.240.0,35.30100.0,35.30100.0,30.24i=1,201j=67,77rat=1,1gen0.0,35.300.0,48.00100.0,48.00100.0,35.30i=1,201j=78,103rat=1,1gen0.0,48.000.0,56.00100.0,56.00100.0,48.00i=1,201j=104,120rat=1,1gen0.0,56.000.0,60.00100.0,60.00100.0,56.00i=1,201j=121,129rat=1,1propd=2500s=5.91e9b=10.87e9c=30.0e6f=35j=1,24propd=2650s=12.00e9b=20.00e9c=80.0e6f=30j=26,44propd=2400s=8.00e9b=13.33e9c=60.0e6f=30j=46,47propd=1400s=2.40e9b=4.00e9c=10.9e6f=38j=49,62propd=2600s=3.85e9b=8.33e9c=12.7e6f=28j=64,65propd=2500s=20.00e9b=33.33e9c=20.5e6f=38j=67,76propd=2500s=5.91e9b=10.87e9c=30.0e6f=35j=78,102propd=2650s=23.81e9b=41.67e9c=10.0e7f=35j=104,119propd=2500s=5.86e9b=11.36e9c=50.0e6f=30j=121,128propc=1e10t=1e10基本概念巖石（Rock）礦物、巖屑的集合體。結(jié)構(gòu)面（StructuralPlane）指地質(zhì)歷史發(fā)展過程中，在巖體內(nèi)形成的具有一定的延伸方向和長度，厚度相對較小的地質(zhì)界面或帶。巖塊（Rockblock或Rock）指不含顯著結(jié)構(gòu)面的巖石塊體，是構(gòu)成巖體的最小巖石單元體。巖體（Rockmass）是指地質(zhì)歷史過程中形成的，由巖塊和結(jié)構(gòu)面網(wǎng)絡(luò)組成的，具有一定的結(jié)構(gòu)并賦存于一定的天然應(yīng)力狀態(tài)和地下水等地質(zhì)環(huán)境中的地質(zhì)體。結(jié)構(gòu)面性質(zhì)結(jié)構(gòu)面類型（按地質(zhì)成因分類）1.原生結(jié)構(gòu)面巖體在成巖過程中形成的結(jié)構(gòu)面。沉積結(jié)構(gòu)面是沉積巖在沉積和成巖過程中形成的，有層理面、軟弱夾層、沉積間斷面和不整合面等。巖漿結(jié)構(gòu)面是巖漿侵入及冷凝過程中形成的結(jié)構(gòu)面，包括巖漿巖體與圍巖的接觸面、各期巖漿巖之間的接觸面和原生冷凝節(jié)理等。變質(zhì)結(jié)構(gòu)面在變質(zhì)過程中形成，分為殘留結(jié)構(gòu)面和重結(jié)晶結(jié)構(gòu)面。2.構(gòu)造結(jié)構(gòu)面

是巖體形成后在構(gòu)造應(yīng)力作用下形成的各種破裂面，包括斷層、節(jié)理、劈理和層間錯動面等。3.次生結(jié)構(gòu)面

是巖體形成后在外營力作用下產(chǎn)生的結(jié)構(gòu)面，包括卸荷裂隙、風(fēng)化裂隙、次生夾泥層和泥化夾層等。成因類型地質(zhì)類型主

要

特

征工程地質(zhì)評價產(chǎn)

狀分

布性

質(zhì)原生結(jié)構(gòu)面沉積結(jié)構(gòu)面1層理層面2軟弱夾層3不整合面、假整合面4沉積間斷面一般與巖層產(chǎn)狀一致，為層間結(jié)構(gòu)面海相巖層中此類結(jié)構(gòu)面分布穩(wěn)定，陸相巖層中呈交錯狀，易尖滅層面、軟弱夾層等結(jié)構(gòu)面較為平整；不整合面及沉積間斷面多由碎屑泥質(zhì)物構(gòu)成，且不平整國內(nèi)外較大的壩基滑動及滑坡很多由此類結(jié)構(gòu)面所造成的，如奧斯汀、圣·弗朗西斯、馬爾帕塞壩的破壞，瓦依昂水庫附近的巨大滑坡巖漿巖結(jié)構(gòu)面1侵入體與圍巖接觸面2巖脈巖墻接觸面3原生冷凝節(jié)理巖脈受構(gòu)造結(jié)構(gòu)面控制，而原生節(jié)理受巖體接觸面控制接觸面延伸較遠(yuǎn)，比較穩(wěn)定，而原生節(jié)理往往短小密集與圍巖接觸面可具熔合及破碎兩種不同的特征，原生節(jié)理一般為張裂面，較粗糙不平一般不造成大規(guī)模的巖體破壞，但有時與構(gòu)造斷裂配合，也可形成巖體的滑移，如有的壩肩局部滑移變質(zhì)結(jié)構(gòu)面1片理2片巖軟弱夾層產(chǎn)狀與巖層或構(gòu)造方向一致片理短小，分布極密，片巖軟弱夾層延展較遠(yuǎn)，具固定層次結(jié)構(gòu)面光滑平直，片理在巖層深部往往閉合成隱蔽結(jié)構(gòu)面，片巖軟弱夾層具片狀礦物，呈鱗片狀在變質(zhì)較淺的沉積巖，如千枚巖等路塹邊坡常見塌方。片巖夾層有時對工程及地下洞體穩(wěn)定也有影響構(gòu)造結(jié)構(gòu)面1節(jié)理（X型節(jié)理、張節(jié)理）2斷層（沖斷層、捩斷層、橫斷層）3層間錯動4羽狀裂隙、劈理產(chǎn)狀與構(gòu)造線呈一定關(guān)系，層間錯動與巖層一致張性斷裂較短小，剪切斷裂延展較遠(yuǎn)，壓性斷裂規(guī)模巨大，但有時為橫斷層切割成不連續(xù)狀張性斷裂不平整，常具次生充填，呈鋸齒狀，剪切斷裂較平直，具羽狀裂隙，壓性斷層具多種構(gòu)造巖，成帶狀分布，往往含斷層泥、糜棱巖對巖體穩(wěn)定影響很大，在上述許多巖體破壞過程中，大都有構(gòu)造結(jié)構(gòu)面的配合作用。此外常造成邊坡及地下工程的塌方、冒頂次生結(jié)構(gòu)面

1卸荷裂隙2風(fēng)化裂隙3風(fēng)化夾層4泥化夾層5次生夾泥層

受地形及原結(jié)構(gòu)面控制分布上往往呈不連續(xù)狀，透鏡狀，延展性差，且主要在地表風(fēng)化帶內(nèi)發(fā)育一般為泥質(zhì)物充填，水理性質(zhì)很差在天然及人工邊坡上造成危害，有時對壩基、壩肩及淺埋隧洞等工程亦有影響，但一般在施工中予以清基處理

結(jié)構(gòu)面類型（按力學(xué)成因分類）1、張性結(jié)構(gòu)面是由拉應(yīng)力形成的，如羽毛狀張裂面、縱張及橫張破裂面、巖漿巖中的冷凝節(jié)理等特點：張開度大、連續(xù)性差、形態(tài)不規(guī)則、面粗糙，起伏度大及破碎帶較寬,易被充填,常含水豐富，導(dǎo)水性強(qiáng)2、剪性結(jié)構(gòu)面是剪應(yīng)力形成的，破裂面兩側(cè)巖體產(chǎn)生相對滑移，如逆斷層、平移斷層以及多數(shù)正斷層等。特點：連續(xù)性好，面較平直，延伸較長并有擦痕鏡面等。結(jié)構(gòu)面的規(guī)模Ⅰ級

指大斷層或區(qū)域性斷層。控制工程建設(shè)地區(qū)的地殼穩(wěn)定性，直接影響工程巖體穩(wěn)定性；Ⅱ級

指延伸長而寬度不大的區(qū)域性地質(zhì)界面。Ⅲ級

指長度數(shù)十米至數(shù)百米的斷層、區(qū)域性節(jié)理、延伸較好的層面及層間錯動等。Ⅱ、Ⅲ級結(jié)構(gòu)面控制著工程巖體力學(xué)作用的邊界條件和破壞方式，它們的組合往往構(gòu)成可能滑移巖體的邊界面，直接威脅工程安全穩(wěn)定性Ⅳ級指延伸較差的節(jié)理、層面、次生裂隙、小斷層及較發(fā)育的片理、劈理面等。是構(gòu)成巖塊的邊界面，破壞巖體的完整性，影響巖體的物理力學(xué)性質(zhì)及應(yīng)力分布狀態(tài)。Ⅳ級結(jié)構(gòu)面主要控制著巖體的結(jié)構(gòu)、完整性和物理力學(xué)性質(zhì)，數(shù)量多且具隨機(jī)性，其分布規(guī)律具統(tǒng)計規(guī)律，需用統(tǒng)計方法進(jìn)行研究。Ⅴ級又稱微結(jié)構(gòu)面。常包含在巖塊內(nèi)，主要影響巖塊的物理力學(xué)性質(zhì)，控制巖塊的力學(xué)性質(zhì)。結(jié)構(gòu)面連續(xù)性分級表描述跡長（m）很低連續(xù)性<1低連續(xù)性1~3中等連續(xù)性3~10高連續(xù)性10~20很高連續(xù)性>20結(jié)構(gòu)面間距分級表描述間距（mm）極密集的間距<20很密集的間距20~60密集的間距60~200中等的間距200~600寬的間距600~2000很寬的間距2000~6000極寬的間距>6000巖塊的變形與強(qiáng)度性質(zhì)常見巖石的變形模量和泊松比巖石名稱變形模量（×104MPa）泊松比巖石名稱變形模量（×104MPa）泊松比初始彈性初始彈性花崗巖2~65~100.2~0.3片麻巖1~81~100.22~0.35流紋巖2~85~100.1~0.25千枚巖、片巖0.2~51~80.2~0.4閃長巖7~107~150.1~0.3板巖2~52~80.2~0.3安山巖5~105~120.2~0.3頁巖1~3.52~80.2~0.4輝長巖7~117~150.12~0.2砂巖0.5~81~100.2~0.3輝綠巖8~118~150.1~0.3礫巖0.5~82~80.2~0.3玄武巖6~106~120.1~0.35灰?guī)r1~85~100.2~0.35石英巖6~206~200.1~0.25白云巖4~84~80.2~0.35大理巖1~91~90.2~0.35常見巖石的抗壓強(qiáng)度巖石名稱抗壓強(qiáng)度（MPa）巖石名稱抗壓強(qiáng)度（MPa）巖石名稱抗壓強(qiáng)度（MPa）輝長巖180~300輝綠巖200~350頁巖10~100花崗巖100~250玄武巖150~300砂巖20~200流紋巖180~300石英巖150~350礫巖10~150閃長巖100~250大理巖100~250板巖60~200安山巖100~250片麻巖50~200千枚巖、片巖10~100白云巖80~250灰?guī)r20~200常見巖石的抗拉強(qiáng)度

巖石名稱抗拉強(qiáng)度（MPa）巖石名稱抗拉強(qiáng)度（MPa）巖石名稱抗拉強(qiáng)度（MPa）輝長巖15~36花崗巖7~25頁巖2~10輝綠巖15~35流紋巖15~30砂巖4~25玄武巖10~30閃長巖10~25礫巖2~15石英巖10~30安山巖10~20灰?guī)r5~20大理巖7~20片麻巖5~20千枚巖、片巖1~10白云巖15~25板巖7~15結(jié)構(gòu)面的變形與強(qiáng)度性質(zhì)巖體的變形性質(zhì)幾種巖體用不同試驗方法測定的彈性模量巖體的變形模量比巖塊的小，而且受結(jié)構(gòu)面發(fā)育程度及風(fēng)化程度等因素影響十分明顯。不同地質(zhì)條件下的同一巖體，其變形模量相差較大。試驗方法不同、壓力大小不同，巖體變形模量不同。巖體的強(qiáng)度性質(zhì)巖體內(nèi)摩擦角與巖塊較接近，而內(nèi)聚力則大大低于巖塊。說明結(jié)構(gòu)面的存在主要是降低了巖體的連結(jié)能力，進(jìn)而降低其內(nèi)聚力。mnj=25mnj=45mnj=48mnj=63mnj=66mnj=77mnj=103mnj=120interface1asidefrom1,25to201,25bsideFROM1,26to201,26interface1ks=14.7e6kn=588e6c=0.1e6fri=25interface2asidefrom1,45to201,45bsideFROM1,46to201,46interface2ks=14.7e6kn=588e6c=0.1e6fri=25interface3asidefrom1,48to201,48bsideFROM1,49to201,49interface3ks=14.7e6kn=588e6c=0.1e6fri=25interface4asidefrom1,63to201,63bsideFROM1,64to201,64interface4ks=14.7e6kn=588e6c=0.1e6fri=25interface5asidefrom1,66to201,66bsideFROM1,67to201,67interface5ks=14.7e6kn=588e6c=0.1e6fri=25interface6asidefrom1,77to201,77bsideFROM1,78to201,78interface6ks=14.7e6kn=588e6c=0.1e6fri=25interface7asidefrom1,103to201,103bsideFROM1,104to201,104interface7ks=14.7e6kn=588e6c=0.1e6fri=25interface8asidefrom1,120to201,120bsideFROM1,121to201,121interface8ks=14.7e6kn=588e6c=0.1e6fri=25計算模型網(wǎng)格fixyj=1fixxi=1fixxi=201;在X方向邊界固定setg=9.81；inisyy=-13e6inisxx=-8e6iniszz=-8e6appsyy=-12.23e6j=129邊界條件hisnstep=10HISUNBALHISsyyi=100j=68HISsxxi=100j=68HISszzi=100j=68step2000savea11.SAV煤層開采前的應(yīng)力ｙ分布煤層開采前的應(yīng)力Ｘ分布煤層開采前的應(yīng)力ｚ分布二、計算方案分層開采煤層位于計算模型左側(cè)的五十米，綜采的煤層位于計算模型右側(cè)的五十米。1．由于煤層上分層早已開采，而且時間達(dá)一年，所以先模擬上分層開采。2．模擬上分層開采穩(wěn)定后，模擬下分層開采對應(yīng)力、變形影響。3．模擬上分層開采穩(wěn)定后，模擬綜采對應(yīng)力、變形影響。resta11.SAVpropc=30.0e6t=0j=1,24propc=80.0e6t=0j=26,44propc=60.0e6t=0j=46,47propc=10.9e6t=0j=49,62propc=12.7e6t=0j=64,65propc=20.5e6t=0j=67,76propc=30.0e6t=0j=78,102propc=10.0e7t=0j=104,119propc=50.0e6t=0j=121,128setlargeinisyy=0szz=0sxx=0j=56,62 i=1,100propd=1000s=4.80e8b=8.00e8f=10c=1e6j=56,62i=1,100propd=1500s=7.70e8b=16.66e8f=20c=1.5e6j=64,65i=1,100propd=1500s=40.00e8b=66.66e8f=25c=2.05e6j=67,76i=1,100strprop1e=21e9a=0.001i=1e-6strbeambegingrid1,56endgrid2,56seg=1prop=1strbeambeginnode2endgrid3,56seg=1prop=1strbeambeginnode3endgrid4,56seg=1prop=1strbeambeginnode4endgrid5,56seg=1prop=1strbeambeginnode5endgrid6,56seg=1prop=1strbeambeginnode6endgrid7,56seg=1prop=1strbeambeginnode7endgrid8,56seg=1prop=1strbeambeginnode8endgrid9,56seg=1prop=1strbeambeginnode9endgrid10,56seg=1prop=1strbeambeginnode10endgrid11,56seg=1prop=1strbeambeginnode11endgrid12,56seg=1prop=1strbeambeginnode12endgrid13,56seg=1prop=1strbeambeginnode13endgrid14,56seg=1prop=1strbeambeginnode14endgrid15,56seg=1prop=1strbeambeginnode15endgrid16,56seg=1prop=1strbeambeginnode16endgrid17,56seg=1prop=1strbeambeginnode17endgrid18,56seg=1prop=1strbeambeginnode18endgrid19,56seg=1prop=1strbeambeginnode19endgrid20,56seg=1prop=1strbeambeginnode20endgrid21,56seg=1prop=1strbeambeginnode21endgrid22,56seg=1prop=1strbeambeginnode22endgrid23,56seg=1prop=1strbeambeginnode23endgrid24,56seg=1prop=1strbeambeginnode24endgrid25,56seg=1prop=1strbeambeginnode25endgrid26,56seg=1prop=1strbeambeginnode26endgrid27,56seg=1prop=1strbeambeginnode27endgrid28,56seg=1prop=1strbeambeginnode28endgrid29,56seg=1prop=1strbeambeginnode29endgrid30,56seg=1prop=1strbeambeginnode30endgrid31,56seg=1prop=1strbeambeginnode31endgrid32,56seg=1prop=1strbeambeginnode32endgrid33,56seg=1prop=1strbeambeginnode33endgrid34,56seg=1prop=1strbeambeginnode34endgrid35,56seg=1prop=1strbeambeginnode35endgrid36,56seg=1prop=1strbeambeginnode36endgrid37,56seg=1prop=1strbeambeginnode37endgrid38,56seg=1prop=1strbeambeginnode38endgrid39,56seg=1prop=1strbeambeginnode39endgrid40,56seg=1prop=1strbeambeginnode40endgrid41,56seg=1prop=1strbeambeginnode41endgrid42,56seg=1prop=1strbeambeginnode42endgrid43,56seg=1prop=1strbeambeginnode43endgrid44,56seg=1prop=1strbeambeginnode44endgrid45,56seg=1prop=1strbeambeginnode45endgrid46,56seg=1prop=1strbeambeginnode46endgrid47,56seg=1prop=1strbeambeginnode47endgrid48,56seg=1prop=1strbeambeginnode48endgrid49,56seg=1prop=1strbeambeginnode49endgrid50,56seg=1prop=1strbeambeginnode50endgrid51,56seg=1prop=1strbeambeginnode51endgrid52,56seg=1prop=1strbeambeginnode52endgrid53,56seg=1prop=1strbeambeginnode53endgrid54,56seg=1prop=1strbeambeginnode54endgrid55,56seg=1prop=1strbeambeginnode55endgrid56,56seg=1prop=1strbeambeginnode56endgrid57,56seg=1prop=1strbeambeginnode57endgrid58,56seg=1prop=1strbeambeginnode58endgrid59,56seg=1prop=1strbeambeginnode59endgrid60,56seg=1prop=1strbeambeginnode60endgrid61,56seg=1prop=1strbeambeginnode61endgrid62,56seg=1prop=1strbeambeginnode62endgrid63,56seg=1prop=1strbeambeginnode63endgrid64,56seg=1prop=1strbeambeginnode64endgrid65,56seg=1prop=1strbeambeginnode65endgrid66,56seg=1prop=1strbeambeginnode66endgrid67,56seg=1prop=1strbeambeginnode67endgrid68,56seg=1prop=1strbeambeginnode68endgrid69,56seg=1prop=1strbeambeginnode69endgrid70,56seg=1prop=1strbeambeginnode70endgrid71,56seg=1prop=1strbeambeginnode71endgrid72,56seg=1prop=1strbeambeginnode72endgrid73,56seg=1prop=1strbeambeginnode73endgrid74,56seg=1prop=1strbeambeginnode74endgrid75,56seg=1prop=1strbeambeginnode75endgrid76,56seg=1prop=1strbeambeginnode76endgrid77,56seg=1prop=1strbeambeginnode77endgrid78,56seg=1prop=1strbeambeginnode78endgrid79,56seg=1prop=1strbeambeginnode79endgrid80,56seg=1prop=1strbeambeginnode80endgrid81,56seg=1prop=1strbeambeginnode81endgrid82,56seg=1prop=1strbeambeginnode82endgrid83,56seg=1prop=1strbeambeginnode83endgrid84,56seg=1prop=1strbeambeginnode84endgrid85,56seg=1prop=1strbeambeginnode85endgrid86,56seg=1prop=1strbeambeginnode86endgrid87,56seg=1prop=1strbeambeginnode87endgrid88,56seg=1prop=1strbeambeginnode88endgrid89,56seg=1prop=1strbeambeginnode89endgrid90,56seg=1prop=1strbeambeginnode90endgrid91,56seg=1prop=1strbeambeginnode91endgrid92,56seg=1prop=1strbeambeginnode92endgrid93,56seg=1prop=1strbeambeginnode93endgrid94,56seg=1prop=1strbeambeginnode94endgrid95,56seg=1prop=1strbeambeginnode95endgrid96,56seg=1prop=1strbeambeginnode96endgrid97,56seg=1prop=1strbeambeginnode97endgrid98,56seg=1prop=1strbeambeginnode98endgrid99,56seg=1prop=1strbeambeginnode99endgrid100,56seg=1prop=1strbeambeginnode100endgrid101,56seg=1prop=1step10000savea12a.SAVstep10000savea12b.SAV三、計算結(jié)果分析1．上分層開挖上分層開挖后的變形上分層開挖后的應(yīng)力y

在上分層右下角應(yīng)力集中最明顯，壓應(yīng)力y由開挖前13.08MPa，開挖后升高為79.98MPa，是開挖前的6.115倍。

resta12b.SAVinixd=0yd=0xv=0yd=0Mni=1,10J=49,55step500savea13.SAVresta13.SAVMni=11,20J=49,55step500savea14.SAVresta14.SAVMni=21,30J=49,55step500savea15.SAVresta15.SAVMni=31,40J=49,55step500savea16.SAVresta16.SAVMNi=41,50J=49,55step500savea17.SAVresta17.SAVMNi=51,60J=49,55step500savea18.SAVresta18.SAVMNi=61,70J=49,55step500savea19.SAVresta19.SAVMNi=71,80J=49,55step500savea20.SAVresta20.SAVMNi=81,90J=49,55step500savea21.SAVresta21.SAVMNi=91,100J=49,55step500savea22.SAVresta22.SAVinterface9asidefrom1,48to101,48bsideFROM1,56to101,56interface9ks=14.7e6kn=588e6c=0.1e6fri=25interface10asidefrom1,48to101,48bsideFROM101,49to101,56interface10ks=14.7e6kn=588e6c=0.1e6fri=25interface11asidefrom1,56to101,56bsideFROM101,49to101,56interface11ks=14.7e6kn=588e6c=0.1e6fri=25step2000savetrya1.SAVresttrya1.SAVstep2000savetrya2.SAVresttrya2.SAVstep2000savetrya3.SAVresttrya3.SAVstep2000savetrya4.SAVresttrya4.SAVstep2000savetrya5.SAVresttrya5.SAVstep2000savetrya6.SAVresttrya6.SAVstep2000savetrya7.SAVresttrya7.SAVstep2000savetrya8.SAV2．下分層開挖后的變形

下分層開挖后的應(yīng)力y

在上分層右上角應(yīng)力集中最明顯，壓應(yīng)力y由開挖前13.08MPa，開挖后升高為74.93MPa，是開挖前的5.729倍。下分層右下角應(yīng)力集中，壓應(yīng)力y由開挖前13.08MPa，開挖后升高為64.28MPa，是開挖前的4.914倍。在上分層開挖后壓應(yīng)力y為79.98MPa，下分層后降為64.28MPa。3．模擬綜采對應(yīng)力、變形影響綜采區(qū)開挖（留八米煤柱無支架）后模擬變形：resttrya8.SAVinixd=0yd=0xv=0yd=0Mni=191,200J=49,62inisyy=0szz=0sxx=0j=64,65 i=191,200inisyy=0szz=0sxx=0j=67,76 i=191,200propd=1500s=7.70e8b=16.66e8f=10c=0.5e6j=64,65i=191,200propd=1500s=20.00e8b=33.33e8f=15c=1.05e6j=67,76i=191,200step500saveb13.SAVrestb13.SAVMni=181,190J=49,62inisyy=0szz=0sxx=0j=64,65 i=181,190inisyy=0szz=0sxx=0j=67,76 i=181,190propd=1500s=7.70e8b=16.66e8f=10c=0.5e6j=64,65i=181,190propd=1500s=20.00e8b=33.33e8f=15c=1.05e6j=67,76i=181,190step500saveb14.SAVrestb14.SAVMni=171,180J=49,62inisyy=0szz=0sxx=0j=64,65 i=171,180inisyy=0szz=0sxx=0j=67,76 i=171,180propd=1500s=7.70e8b=16.66e8f=10c=0.5e6j=64,65i=171,180propd=1500s=20.00e8b=33.33e8f=15c=1.05e6j=67,76i=171,180step500saveb15.SAVrestb15.SAVMni=161,170J=49,62inisyy=0szz=0sxx=0j=64,65 i=161,170inisyy=0szz=0sxx=0j=67,76 i=161,170propd=1500s=7.70e8b=16.66e8f=10c=0.5e6j=64,65i=161,170propd=1500s=20.00e8b=33.33e8f=15c=1.05e6j=67,76i=161,170step500saveb16.SAVrestb16.SAVMni=151,160J=49,62inisyy=0szz=0sxx=0j=64,65 i=151,160inisyy=0szz=0sxx=0j=67,76 i=151,160propd=1500s=7.70e8b=16.66e8f=10c=0.5e6j=64,65i=151,160propd=1500s=20.00e8b=33.33e8f=15c=1.05e6j=67,76i=151,160step500saveb17.SAVrestb17.SAVMni=141,150J=49,62inisyy=0szz=0sxx=0j=64,65 i=141,150inisyy=0szz=0sxx=0j=67,76 i=141,150propd=1500s=7.70e8b=16.66e8f=10c=0.5e6j=64,65i=141,150propd=1500s=20.00e8b=33.33e8f=15c=1.05e6j=67,76i=141,150step500saveb18.SAVrestb18.SAVMni=131,140J=49,62inisyy=0szz=0sxx=0j=64,65 i=131,140inisyy=0szz=0sxx=0j=67,76 i=131,140propd=1500s=7.70e8b=16.66e8f=10c=0.5e6j=64,65i=131,140propd=1500s=20.00e8b=33.33e8f=15c=1.05e6j=67,76i=131,140step500saveb19.SAVrestb19.SAVMni=121,130J=49,62inisyy=0szz=0sxx=0j=64,65 i=121,130inisyy=0szz=0sxx=0j=67,76 i=121,130propd=1500s=7.70e8b=16.66e8f=10c=0.5e6j=64,65i=121,130propd=1500s=20.00e8b=33.33e8f=15c=1.05e6j=67,76i=121,130step500saveb20.SAVrestb19.SAVMni=121,130J=49,62inisyy=0szz=0sxx=0j=64,65 i=121,130inisyy=0szz=0sxx=0j=67,76 i=121,130propd=1500s=7.70e8b=16.66e8f=10c=0.5e6j=64,65i=121,130propd=1500s=20.00e8b=33.33e8f=15c=1.05e6j=67,76i=121,130step500saveb20.SAVrestb20.SAVMni=119,120J=49,62inisyy=0szz=0sxx=0j=64,65 i=119,120inisyy=0szz=0sxx=0j=67,76 i=119,120propd=1500s=7.70e8b=16.66e8f=10c=0.5e6j=64,65i=119,120propd=1500s=20.00e8b=33.33e8f=15c=1.05e6j=67,76i=119,120step100saveb21a.SAVrestb21a.SAV;Mni=101,110J=49,62;inisyy=0szz=0sxx=0j=64,65 i=101,110;inisyy=0szz=0sxx=0j=67,76 i=101,110;propd=1500s=7.70e8b=16.66e8f=10c=0.5e6j=64,65i=101,110;propd=1500s=20.00e8b=33.33e8f=15c=1.05e6j=67,76i=101,110;step500saveb22a.SAVrestb22a.SAVTitledis=9mnosupportinterface12asidefrom119,48to201,48bsideFROM119,64to201,64interface12ks=14.7e6kn=588e6c=0.1e6fri=25interface13asidefrom119,48to201,48bsideFROM119,49to119,63interface13ks=14.7e6kn=588e6c=0.1e6fri=25interface14asidefrom119,64to201,64bsideFROM119,49to119,63interface14ks=14.7e6kn=588e6c=0.1e6fri=25step2000savetryb1a.SAVresttryb1a.SAVstep2000savetryb2a.SAVresttryb2a.SAVstep2000savetryb3a.SAVresttryb3a.SAVstep2000savetryb4a.SAVresttryb4a.SAVstep2000savetryb5a.SAVresttryb5a.SAVstep2000savetryb6a.SAVresttryb6a.SAVstep2000savetryb7a.SAVresttryb7a.SAVstep2000savetryb8a.SAVrestb21a.SAVMni=117,118J=49,62inisyy=0szz=0sxx=0j=64,65 i=117,118inisyy=0szz=0sxx=0j=67,76 i=117,118propd=1500s=7.70e8b=16.66e8f=10c=0.5e6j=64,65i=117,118propd=1500s=20.00e8b=33.33e8f=15c=1.05e6j=67,76i=117,118step100saveb22b.SAVrestb22b.SAVTitledis=8mnosupportinterface12asidefrom117,48to201,48bsideFROM117,64to201,64interface12ks=14.7e6kn=588e6c=0.1e6fri=25interface13asidefrom117,48to201,48bsideFROM117,49to117,63interface13ks=14.7e6kn=588e6c=0.1e6fri=25interface14asidefrom117,64to201,64bsideFROM117,49to117,63interface14ks=14.7e6kn=588e6c=0.1e6fri=25step2000savetryb1b.SAVresttryb1b.SAVstep2000savetryb2b.SAVresttryb2b.SAVstep2000savetryb3b.SAVresttryb3b.SAVstep2000savetryb4b.SAVresttryb4b.SAVstep2000savetryb5b.SAVresttryb5b.SAVstep2000savetryb6b.SAVresttryb6b.SAVstep2000savetryb7b.SAVresttryb7b.SAVstep2000savetryb8b.SAV應(yīng)力y

壓應(yīng)力y最大值在上分層邊界右側(cè)2—3米處，應(yīng)力值高達(dá)111.5MPa。

從上分層邊界至綜采區(qū)留八米煤柱（無支架）的附近局部圖可以看出，煤柱已有較大區(qū)域破壞。

從上分層邊界至綜采區(qū)留八米煤柱（無支架）的附近局部圖可以看出，煤柱有較大的側(cè)向位移

從上分層邊界至綜采區(qū)留八米煤柱（無支架）的附近局部圖可以看出，煤柱已有較大區(qū)域破壞，但仍有較大的速度，說明變形還將繼續(xù)，即沒有穩(wěn)定。綜上所述，上分層邊界至綜采區(qū)留八米煤柱（無支架），將導(dǎo)致煤柱整體破壞。要保證開采安全，必須采取支護(hù)措施。4．模擬綜采對應(yīng)力、變形影響（1）綜采區(qū)開挖（綜采區(qū)開挖下半部分留三米煤柱，綜采區(qū)開挖上半部分留九米加支架）后模擬變形圖

應(yīng)力y圖壓應(yīng)力y最大值發(fā)生在綜采區(qū)邊界左側(cè)1.0—1.5米處，應(yīng)力值高達(dá)117.5MPa。

局部應(yīng)力y圖局部變形圖局部位移圖例題1titPrandtl'swedgegr10,10*Mohr-Coulombmodelmmprops=.3e8b=1e8d=1000fri=0coh=1e5*extendgridboundariesabitgen0,00,1520,1520,0rat1.2.8*applytheboundaryconditionsfixxi=1j=1,11fixxyj=1

fixxyi=11

*rigidfootingmovingatconstantvelocityfixxyi=1,4j=11iniyv=-1e-3i=1,4j=11*displacementhistoryunderfootinghisnste=1hisydisi=6j=11*solvewithnewlimitssolvef=2e-2t=40s=1000savefoot.savsetlogonprydreturn分析與思考屏幕打印位移圖，此時最大位移超過1米，數(shù)值已達(dá)到大變形。但因沒有設(shè)置大變形，無法顯示大變形。若設(shè)置大變形，再次計算。雖能顯示大變形，但有可能導(dǎo)致大變形引起的網(wǎng)格幾何形狀錯誤，無法繼續(xù)計算。思考：設(shè)置大變形，是否影響計算結(jié)果的數(shù)值？為什么？例題2tit*Granularslopeundergravitationalloadgr20,10*Mohr-Coulombmodelmm*warpgridtoformaslope-firstuselinecommandto*formslopefacegenline5,39,10*markareaofslopeinfrontoffacesothattworegionsareformedmarki=1,6j=4*nullregioninfrontofslopemodnullreg=1,10*soilproperties-notelargecohesiontoforceinitialelastic*behaviorfordetermininginitialstressstate.Thiswillprevent*slopefailurewheninitializingthegravitystressesprops=.3e8b=1e8d=1500fri=20coh=1e10*displacementhistoryofslopehisnste=1hisydisi=10j=10*displacementboundaryconditionsfixxi=1fixxi=21fixxyj=1*applygravitysetgrav=9.81*solveforinitialgravitystressessolve*resetdisplacementcomponentstozeroinixdis=0ydis=0*saveinitialstatesavehill1.sav*setcohesionto0propcoh=0*uselargestrainlogicsetlargestep200savehill2.savstep200savehill3.savreturn分析與思考在genline5,39,10，marki=1,6j=4后輸入命令:plotgrmark顯示表明：Mark的點把計算域分成二個區(qū)域，即line5,39,10中的點一定是Mark的點。思考：把marki=1,6j=4改成marki=1,4j=4再執(zhí)行modnullreg=1,10有什么不同？執(zhí)行modnullreg=i,j時應(yīng)注意事項例題3confp_strtitBeamwithendsheargr30,6*5:1beamwith6zonesacrosswidthmepropd=1000bulk=1e8shear=.5e8*clampendofbeamfixxyi=1*applyendshearapplyyforce=-0.142857e5i=31j=1,7*(loadof1e5units)step3500savecolmn.savreturn分析與思考用confp_str定義求解問題類型用applyyforce=-0.142857e5i=31j=1,7定義（作用于節(jié)點）集中力均勻分布載荷可以用applysxy定義復(fù)雜分布載荷可以用等效節(jié)點代替。思考：繼續(xù)加step命令，位是否繼續(xù)無限制地增加？例題4titHoleinanelasticmedium*generatethegridgr20,20*elasticmodelme*giveinitialgridcoordinatesandgrademeshtoboundariesgen0,00,66,66,0rat1.21.2*generateaquartercircleinlowerlefthandcornerofgrid*usingthearcfunctiongenarc0,01,090*elasticpropertiesprops=2.9e9b=3.9e9dens=2500*initialstressesinisxx=-30e6syy=-30e6*boundaryconditionsforaquartersymmetryproblemfixxi=1fixyj=1fixxyi=21fixxyj=21*monitorhistoryofdisplacementsattunnelperipheryhisnste=1hisydisi=1j=12hisxdisi=12j=1*solveforinitialstressstatesolve*nowexcavateholemodnullregion=1,1*timesteptoequilibriumstep500*createasavefilesaveehole.sav*returntointeractivemodereturn分析與思考該問題應(yīng)用了對稱性，取1/4為研究對象。注意：開挖前后不平衡力的變化。思考：對稱軸的邊界條件？輸入命令:plotgrmark顯示表明的mark點位置？加step10000位移的變化？再加step10000位移的變化？例題5titHoleinelasto-plasticmediumgr20,20*Mohr-Coulombmodelmm*samegridasinpreviousexamplegen0,00,66,66,0rat1.21.2genarc0,01,090props=2.9e9b=3.9e9dens=2500fric=30coh=3.45e6inisxx=-30e6syy=-30e6fixxi=1fixyj=1fixxyi=21fixxyj=21hisnste=1hisydisi=1j=12hisxdisi=12j=1solvemodnullregion=1,1step500savephole.savreturn分析與思考該問題應(yīng)用了對稱性，取1/4為研究對象。注意與前例進(jìn)行對比，考察材料模型不同引起的差異。例題6titHoleinananisotropicmediumgr20,20*samegridasinpreviousexamplesmanisgen0,00,66,66,0rat1.21.2genarc0,01,090props=.1103e6xm=.976e6ym=.953e6nuy=.167nuz=.165ang=0.propdens=2000*applyinsitustressesandboundarystressesofsamemagnitude-*willbeinequilibriuminisxx=-.5e6syy=-1e6*applyboundarypressuresapplypress=1e6i=1,21j=21applypress=-.5e6i=21j=21,1*onlysymmetrylinesrequirefixeddisplacementsfixxi=1fixyj=1*displacementhistorieshisnste=5hisydisi=1j=12hisxdisi=12j=1solvemodnullregion=1,1step1500saveanhole.savreturn分析與思考該問題應(yīng)用了對稱性，取1/4為研究對象。注意與前例進(jìn)行對比，考察材料模型不同引起的差異。例題7configp_stressgr102meprops9e9b10e9d2400setlargefixyj1i1fixyj1i11applyyforce-1e7j3i6structcablebeg.1.1end9.9.1seg12prop1strucprop1yi1e6kb1e9sb1e7e200e9a2e-4hisydispi6j3solvef1e5s1000cl15return分析與思考該問題類似于鋼筋混凝土簡支梁中部受集中力作用。錨桿的設(shè)置用命令plotcf或prstrcab的輸出錨桿工作時的軸力。思考：改變錨桿的參數(shù)：如yi由1e6變成1e4改變錨桿的位置及有無錨桿對應(yīng)力變形影響。例題8gr55mmprops.3e8b1e8d1600fric20coh0fixyj1fixxi1fixxi6setlargehistnstep1hisxdisi3j6setgrav9.81solvemni3j35strucprop1e200e9i2.3e-5area4.8e-3strucbeambeggr36endgr46s3pr1structbeambeggr34endgr44s3pr1return分析與思考梁的設(shè)置strucbeambeggr36思考：加step2000出現(xiàn)因網(wǎng)格形狀破壞，無法繼續(xù)計算？如何解決？考察梁的參數(shù)的影響。例題9configp_stressgr220megen-.50-.510.510.50propd2000b1e8s.5e8setgrav9.81fixxyj1applyxforce0.5e5i13j21setlargeret例題10gr1010meprops.3e8b1e8d1600fixxi1fixxi11fixyj1setgrav9.81solvestrucprop1e17.58e9i.0104a.5strucprop2e200e9i2.3e-5a4.8e-3strucbeambeggr511endgr711seg1pr1strucbeambegnode1end413seg2pr2strucbeambegnod4end613seg2pr2strucbeambegnod6endnod2seg