第一篇勘察岩石块体密度:水中称量法?d?
msms??w;蜡封法?d?
m-mm-m（mp-mw）（12）?(1s）
?w?p岩石抗拉强度(劈裂试验):?t?2P/?DL动弹性模量Ed??vp2(1??d)(1?2?d)
?10?3或Ed?2?vs2(1??d)?10?31??d,动剪切模量Gd??vs?10,2?323v2p?4vs动泊松比?d?
(vp/vs)2?22[(vp/vs)?1]2p2s2动拉梅系数?d??(v?2v)?10,动体积模量Kd???33?10?3岩层产状:视倾角tan???tan??cos?,结构面垂直间距点荷载换算Rc?22.82I
0.75s(50),岩体完整性指数h11
?Lsin?(?)tan?tan??tan?2ni?1Kv?(Vpm/Vpr),体积节理数Jv??Si?S0岩体基本质量指标BQ?100?3Rc?250Kv,地下水修正[BQ]?BQ?100(K1?K2?K3)钻探:制造泥浆时粘土用量Q?V?1?2-?3Q
,水的用量W?(V?)?3?1-?3?1物探,电阻法:??K
?VAM?AM?wGs,K??,最大干密度?dmax??IMN1?0.01woptGs?1Sr?
w?Gsee0?
(1?0.01?0)Gs?w?0n?sat?
Gs?e
?w1?e（G?1）?w???s1?enne0i?e1iav?p
主固结沉降:s???hi???hi??i?hii?11?e0ii?11?e0ii?1Esi三轴:?1??3tan(45??
2????)?2c?tan(45??),?3??1tan2(45??)?2c?tan(45??)2222n1
[??i2?n?1i?11.7044.678
?2]??，??标准值?k??s??m,?s?1?[
nnIP?wL?wP,IL?
w?wPwL?wP达西定律q?vA?kiA
(??i)2i?1nn]/?micr?
Gs?1
?(Gs?1)(1?n)1?e1第二篇浅基础Fk?GkMkFk?GkMF?Gk6e
???2k?k(1?)AWbllb/6blb2(Fk?Gk)b
大偏心:e?,pkmax?承载力:pk?fa,pkmax?1.2fa63la基底应力:pk?附加应力:p0?pk??md
附加应力系数:l/b?(L/2)/(B/2),Z/b?Z/(B/2)
0.75岩石地基承载力:fa??rfrk，?r:根据岩石完整性，frk?22.82Is(50)或frk??frm抗剪强度确定fa?Mb?b?Md?md?Mcck深宽修正确定fa?fak??b(b?3)??d?m(d?0.5)软弱下卧层(不进行宽度修正):pz?
nbl(pk?pc)
,pz?pcz?faz(b?2ztan?)(l?2ztan?)nne0i?e1i?pip
地基变形(准永久组合):s???hi???hi??s?0(zi?i??zi?1?i?1)
i?11?e0ii?1Esii?1Esin??0.025变形计算深度:zn?b(2.5?0.4lnb)或?sn土层??s?
i?1iEs??Ai/(?Ai/Esi)4(zi?i??zi?1?i?1)
EsiZiZi/bl/b?i边坡附近建筑物:条形a?3.5b?d/tan?,矩形a?2.5b?d/tan?,并且a?2.5m地基抗滑稳定性:MR/MS?1.2无筋扩展基础高度:H0?
抗浮稳定性:Gk/Nw,k?Kw受剪切承载力:Vs?pjAl?0.366ftA
b?b02tan?扩展基础受冲切承载力:Fl?pjAl?0.7?hpftamh0,受剪承载力Vs?pjAl?0.7?hsftA0Vs配筋:MI?
122Ga1[(2l?a?)(pmax?p?)?(pmax?p)l]12AFk?GkMxk?yiMyk?xi??2n?yi?xi2As?
M
?0.15%
0.9fyh0Quk2第三篇深基础桩顶作用荷载：Nik?
单桩竖向承载力特征值Ra?
复合基桩竖向承载力特征值：R?Ra??cfakAc，地震R?Ra?受液化影响：Qsk液化?u
?a?cfakAc1.25?q
sikil??li，或?0
2软弱下卧层：?z?
(Fk?Gk)?3/2(A0?B0)?qsikli(A0?2t?tan?)(B0?2t?tan?),?z??mz?faz单桩极限承载力Quk?u
?q
sikil?qpkAp钢管桩、混凝土空心桩、嵌岩桩、后注浆灌注桩siki基桩抗拔承载力：整体Nk?(ul1n??q
il)/2?Ggp，非整体Nk?(??iqsikulli)/2?Gp季节性冻土：整体?fqfulz0?Tgk/2?NG?Ggp，非整体?fqfulz0?Tuk/2?NG?Ggp负摩阻力：Q??n?u
ng?q
i?1nnsiil
桩身内力（压曲影响）：??5mb0?),N??(?cfcAps?0.9fy?AsEI0.75??mftW0?NNk?3EI
(1.25?22?g)(1?)或0.75?oa单桩水平承载力特征值：Rha?
vm?mftAnvx群桩效应（水平承载力）：Rh??hRhan桩基沉降：s???ziQl
?zi??e?EcApsi?1Esin软土地基减沉复合疏桩：s??(4p0第四篇地基处理换填垫层法：pz?
zi?i?zi?1?i?1qsud
?280?)?2EsiEs(sa/d)i?1bl(pk?pc)
,pz?pcz?faz?fak??d?m(d?0.5)
(b?2ztan?)(l?2ztan?)?dmax??压实地基：?wGs1?0.01woptGs强夯法：H?
Mh预压法：竖向固结系数cv?
kv(1?e0)
，水平固结系数ch试验确定a?wcvtcht
T?，径向固结时间因数hH2de2e
?竖向固结时间因数Tv?
竖向固结度Uz?1?
8
?2?2Tv4，径向固结度Ur?1?e
?8ThFnn23n2?1
,Fn?2ln(n)?
n?14n2未打穿压缩层、涂抹、井阻总固结度Urz?1?(1?Uz)(1?Ur)?1?
8
?2e
?(?2cv8ch?)t24H2Fnde3qi?2cv8ch???t?Ti?Ti?18
多级加载Ut??[(Ti?Ti?1)?e(e?e)],??2,???2??4HFnde2i?1??pn竖向变形三点法Sf?
S3(S2?S1)?S2(S3?S2)
(S2?S1)?(S3?S2)散体材料桩复合地基：fspk?[1?m(n?1)]fsk有黏结强度增强体复合地基：fspknRa??m??(1?m)fsk,Ra?up?qsilpi??pqpApApi?1多桩型复合地基：fspk?m1n?1Ra1??(1?m1?m2(n?1))fskAp1?ps?m?p?(1?m)?sSZ?
S1?(n?1)m
复合地基沉降：s??sfspkEspkp0（z??z?）,????iii?1i?1fakEaki?1EsiQ?Vndn1?w?Q??
，稀释加水量单液硅化法注浆加固：溶液第五篇边坡工程朗肯土压力：静止e0i?(
ndN?dN1?q
dN1?12c
?q)/rKa?rjhj?q)K0i,K0?1?sin??
j?1jjnZ0?(
主动土压力eai?(
?rh
j?1n?q)Kai?2ciKai,Kai?tan2(45???i/2)?q)Kpi?2ciKpi,Kpi?tan2(45???i/2)
2c?H被动土压力epi?(
?rh
j?1jj库伦土压力：Ea?
12?HKa2??
Ka?
sin(???)sin(???)sin(???r)cos?r?[??]2sin(???????r)sin(???)sin?sin?12?HKa2缓倾软弱Ea?Gtan(???s)?
侧向岩石压力：外倾Ea?
csLcos?scos(???s)特殊情况下的侧向压力：坡顶有均布荷载、坡顶有线性荷载、坡顶面不水平、坡面不垂直岩土压力合力调整：H?5m重力式挡墙主动土压力放大、坡顶有重要建筑物重力式挡墙稳定性：抗滑移Fs?
(Gn?Ean)?Eat?Gt4抗倾覆Ft?
G?x0?Eaz?xfEaz?zf边坡：平面滑动法Fs?
R[(G?Gb)cos??Qsin??Vsin??U]tan??cL?T(G?Gb)sin??Qcos??Vcos?显式解隐式解Pi?Pi?1?i?1?Ti?RiFsFn?Fn?1?n??tGnt?Gnntan?n?cnln圆弧滑动法Fs?
?mi?1n1
?i[cilicos?i?(Gi?Gbi?Uicos?i)tan?i]
?(G?G
i?1inbi)sin?i?Qicos?iKs?
W2d2?clR
W1d1简单条分法K?
?单个条块的抗滑力?单个条块的下滑力
Nak?
Htkcosala?
整体圆弧法锚杆轴向拉力标准值锚喷支护锚杆轴向拉力Nak?
??sxj?syjeahcosala?
KNakn?dfb锚固体与岩土层锚固段长度KNak?Dfrbk杆体与锚固砂浆锚固段长度锚杆自由段长度lf?
(a1?a2?dtan?)sin(45??
sin(45??
?m??)2?m)
2?d?1.5
cos?加筋土挡墙、锚定板挡墙、土钉墙、抗滑桩第六篇基坑与地下工程主动土压力被动土压力基础下的附加荷载支护顶部低于地面Eak1?
E(a?b1?za)122c?h
?h1Ka?2ch1Ka?,??k?1(za?a)?ak12?b1Kab122土反力psi?ksivi?ps0i,ksi?mi(zi?h),mi?(0.2?i??i?ci)/vb锚杆和内支撑对挡土结构的作用力：支撑不动点调整系数?，计算弹性支点刚度系数kR支挡式结构：悬臂式、单层锚杆和单层支撑、双排桩嵌固抗隆起?m2ldNq?cNc??Kb，Nq?tan(45??)e?tan?,Nc?(Nq?1)/tan??m1(h?ld?q0)2D??Khhw?w格栅式水泥土墙A??承压水作用下的坑底突涌稳定性土钉墙?m2DNq?cNc?Kb(q1b1?q2b2)/(b1?b2)cu
?m重力式水泥土墙：滑移稳定性、倾覆稳定性、压应力、拉应力、剪应力5
注册岩土2020
