FLAC原理、實(shí)例與應(yīng)用指南第四講(簡)

FLAC原理、實(shí)例與應(yīng)用指南中國礦業(yè)大學(xué)王培榮Thursday,February2,2023FLAC實(shí)例例題（a1a）目的：模擬復(fù)雜情況下的煤層開采時(shí)的應(yīng)力、變形。一、計(jì)算模型取計(jì)算模型大小：長100米，高60米。計(jì)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(jì)算模型網(wǎng)格大?。?.5米0.5米。計(jì)算規(guī)模：2.5９３萬節(jié)點(diǎn)，2.56萬個(gè)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(cuò)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(jià)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(cuò)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(shí)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(shí)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(cuò)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(cuò)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(shí)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(shí)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(diǎn)：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(diǎn)：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?？刂乒こ探ㄔO(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(cuò)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(jì)規(guī)律，需用統(tǒng)計(jì)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(yàn)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(yàn)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(jì)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(jì)算方案分層開采煤層位于計(jì)算模型左側(cè)的五十米，綜采的煤層位于計(jì)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(shí)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(jì)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(shí)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(jì)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(cuò)誤，無法繼續(xù)計(jì)算。思考：設(shè)置大變形，是否影響計(jì)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(diǎn)把計(jì)算域分成二個(gè)區(qū)域，即line5,39,10中的點(diǎn)一定是Mark的點(diǎn)。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(shí)應(yīng)注意事項(xiàng)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(diǎn)）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(diǎn)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(diǎn)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(shí)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(jì)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