隧道初期支護(hù)計(jì)算

一、表格使用顏色說(shuō)明：,,,,,

特別需要注意和調(diào)整的數(shù)據(jù),,,,,

需自己設(shè)計(jì)輸入的參數(shù),,,,,

二、請(qǐng)大家認(rèn)真輸入自己設(shè)計(jì)的數(shù)據(jù)，設(shè)計(jì)參數(shù)的取值可以參考群里設(shè)計(jì)參數(shù)取值表格，有些數(shù)據(jù)可以自行修改，可不按照參數(shù)取值表格上的，有疑問(wèn)可以群里發(fā)個(gè)信息一起討論！,,,,,

三、可以調(diào)整的數(shù)據(jù)：錨桿的長(zhǎng)度，間距；混凝土標(biāo)號(hào)及相關(guān)，襯砌厚度等。,,,,,

錨噴初期支護(hù)設(shè)計(jì)計(jì)算（特別注意數(shù)據(jù)單位和括號(hào)內(nèi)一致，避免錯(cuò)誤結(jié)果?。。?,,,,

一、設(shè)計(jì)參數(shù)取值：,,,,,

1、關(guān)于圍巖參數(shù)：,,,,,

圍巖級(jí)別s,Ⅴ,Ⅳ,Ⅲ,Ⅱ,Ⅱ級(jí)緊急停車(chē)帶

初始應(yīng)力P（Mpa）,2,2,2,2,2

粘聚力c（Mpa）,0.15,0.4,1,1.8,1.8

內(nèi)摩擦角δ（o）,24,34,44,54,54

變形模量E(Mpa),1.80E+03,4.00E+03,1.80E+04,3.00E+04,3.00E+04

泊松比μ,0.38,0.33,0.28,0.22,0.22

圍巖重度γ(KN/m3),20,23,23,25,25

隧道寬度mB=2r1+2d+2e(m),12.62,12.14,12.02,11.76,14.51

隧道高度mHt=H1+r1+d+e(m),7.96,7.72,7.66,7.53,8.08

外輪廓半徑ro=B/2(m),6.31,6.07,6.01,5.88,7.255

內(nèi)輪廓半徑ri=ro-襯砌厚度(m),5.61,5.57,5.51,5.48,6.855

襯砌厚度md,0.7,0.5,0.5,0.4,0.4

2、關(guān)于錨桿參數(shù)：,,,,,

錨桿的設(shè)計(jì)長(zhǎng)度(m),4,3.5,3.5,2.5,3.5

錨桿內(nèi)端半徑rc(m),10.31,9.57,9.51,8.38,10.755

錨桿間距設(shè)計(jì)exi(mxm),1.0*1.0,1.0*1.0,1.2x1.2,1.2x1.2,1.5x1.5

錨桿間距設(shè)計(jì)e或i(m),1,1,1.2,1.2,1.5

exi（m2）,1,1,1.44,1.44,2.25

錨桿直徑φ(m),0.028,0.025,0.02,0.02,0.2

單根錨桿橫截面面積As(m2),0.000615752,0.000490874,0.000314159,0.000314159,0.031415926

彈性模量Ea(Mpa),2.10E+05,2.10E+05,2.10E+05,2.10E+05,2.10E+05

抗拉強(qiáng)度σp(Mpa),268,268,268,268,268

抗剪強(qiáng)度τa(Mpa),315,335,335,335,335

安全系數(shù)K,0.6,0.6,0.6,0.6,0.6

3、關(guān)于混凝土：（C20混凝土),,,,,

泊松比μc,0.2,0.2,0.2,0.2,0.2

彈性模量Ec（Mpa）,2.80E+04,2.80E+04,2.80E+04,2.80E+04,2.80E+04

抗壓強(qiáng)度設(shè)計(jì)值Rh（Mpa）,11.00,11.00,11.00,11.00,11.00

無(wú)錨桿時(shí)圍巖位移muo（m）,0.003,0.0015,0.0002,0.00012,0.00012

說(shuō)明：Ⅴ級(jí)圍巖ua0=0.8uoⅠ-Ⅳ級(jí)圍巖ua0=0.5uo,0.8,0.5,0.5,0.5,0.5

有錨桿時(shí)圍巖位移mua0（m）,0.0024,0.00075,0.0001,0.00006,0.00006

二、計(jì)算部分,,,,,

1、計(jì)算Q’,,,,,

δ1=δ(o）,24,34,44,54,54

cosδ1,0.913545,0.829038,0.719340,0.587785,0.587785

sinδ1,0.406737,0.559193,0.694658,0.809017,0.809017

cotδ1,2.246037,1.482561,1.035530,0.726543,0.726543

c1=c+τa*As/(ei)（Mpa）,0.3440,0.5644,1.0731,1.8731,6.4775

M=2*(P*sinδ1+c1*cosδ1）,2.2554,3.1727,4.3225,5.4380,10.8508

圍巖變形模量E(Mpa),1.80E+03,4.00E+03,1.80E+04,3.00E+04,3.00E+04

泊松比μ,0.38,0.33,0.28,0.22,0.22

G=E/2(1+μ)(Mpa),652.1739,1503.7594,7031.2500,12295.0820,12295.0820

M/（4Gro）=(P*sinδ1+c1*cosδ1）/（4Gro)（Mpa/m）,0.000137,0.000087,0.000026,0.000019,0.000030

安全系數(shù)K,0.6,0.6,0.6,0.6,0.6

錨固前洞壁位移值uao（m）,0.0024,0.0008,0.0001,0.0001,0.0001

彈性模量Ea(Mpa),2.10E+05,2.10E+05,2.10E+05,2.10E+05,2.10E+05

單根錨桿橫截面面積As(m2),0.000615752,0.000490874,0.000314159,0.000314159,0.031415926

隧道寬度mB=2r1+2d+2e(m),12.62,12.14,12.02,11.76,14.51

隧道高度mHt=H1+r1+d+e(m),7.96,7.72,7.66,7.53,8.08

外輪廓半徑ro=1/4（B+Ht）(m),6.31,6.07,6.01,5.88,7.255

錨桿內(nèi)端半徑rc(m),10.31,9.57,9.51,8.38,10.755

ρ=√(2ro2rc2/ro2+rc2)（m）,7.61132,7.24908,7.18491,6.80704,8.50578

(ρ-ro)/ro2+(ρ-rc)/rc2+2/ρ-1/ro-1/rc,0.014590,0.013319,0.013639,0.008828,0.008636

rc-ro(m),4,3.5,3.5,2.5,3.5

計(jì)算軸力Q’=k*ro[MRao2/（4Gro）-uao]EaAs/(rc-ro)[(ρ-ro)/ro2+(ρ-rc)/rc2+2/ρ-1/ro-1/rc)],0.001407,0.000942,0.000215,0.000168,0.033479

2、計(jì)算pa,,,,,

支護(hù)附加抗力：Pa=Q'/ei（Mpa）,0.001407,0.000942,0.000149,0.000117,0.014880

3、計(jì)算pi,,,,,

彈性模量Ec（Mpa）,28000,28000,28000,28000,28000

泊松比μc,0.2,0.2,0.2,0.2,0.2

Gc=Ec/2(1+μc),11666.66667,11666.66667,11666.66667,11666.66667,11666.66667

外輪廓半徑ro=1/2B(m),6.31,6.07,6.01,5.88,7.255

內(nèi)輪廓半徑ri=ro-襯砌厚度(m),5.61,5.57,5.51,5.48,6.855

Kc=2Gc（ro2-ri2)/{ro[(1-2μc)ro2+ri2]}（Mpa/m）,557.329246,421.071864,429.786670,355.130120,231.024663

pi=kc[M(Rao)2/(4Gro)-uao]（Mpa）,0.439079,0.277730,0.099529,0.072725,0.109148

4、試算Rao,,,,,

1-sinδ1,0.59326,0.44081,0.30534,0.19098,0.19098

(1-sinδ1)/(2sinδ1),0.72930,0.39415,0.21978,0.11803,0.11803

(p+c1ctgδ1)（1-sinδ1）（Mpa）,1.64485,1.25049,0.94998,0.64187,1.28076

(pi+pa+c1ctgδ1)（Mpa）,1.21304,1.11549,1.21089,1.43372,4.83019

(rc/ro)2sinδ1/(1-sinδ1),1.96054,3.17431,8.06957,20.11776,28.08707

(p+c1ctgδ1)(1-sinδ1)/[(pi+pa+c1ctgδ1)(rc/ro)2sinδ1/(1-sinδ1)-ro/rc*pa]（Mpa）,0.69188,0.35321,0.09722,0.02225,0.00944

（假定值）Rao（m）,4.8235,4.0276,3.6009,3.7524,4.1843

（計(jì)算值）Rao'=ro*[(p+c1ctgδ1)（1-sinδ1）/(pi+pa+c1ctgδ1)*(rc/ro)2sinδ1/(1-sinδ1)-ro/rcpa](m),4.82355,4.02763,3.60087,3.75245,4.18429

兩者差=Rao-Rao’注意調(diào)整到此差：控制在3%以下！,-0.00005,-0.00003,0.00003,-0.00005,0.00001

相對(duì)誤差率：（Rao-Rao）/Rao,-0.00001,-0.00001,0.00001,-0.00001,0.00000

判斷Ro是否符合要求,符合假定,符合假定,符合假定,符合假定,符合假定

5、計(jì)算洞壁位移uaro,,,,,

洞壁位移：uaro=M(Rao）2/（4Gro）（m）,0.0032,0.0014,0.0003,0.0003,0.0005

三、錨桿的設(shè)計(jì)計(jì)算：,,,,,

K1=σpAs/Q'要求：K1應(yīng)在1~1.5之間但是分析數(shù)據(jù)，此項(xiàng)不可能滿(mǎn)足要求！,117.3060,139.6100,392.1840,500.2576,251.4827

(pi+pa+c1ctgδ1)(1+sinδ1)（Mpa）,1.70642,1.73927,2.05205,2.59362,8.73790

Ra=ro[(p+c1ctgδ1)（1-sinδ1）/(pi+pa+c1ctgδ1)(1+sinδ1)](1-sinδ1)/(2sinδ1)（m）,6.1431,5.3298,5.0742,4.9865,5.7837

rc？>Ro,是,是,是,是,是

e/(rc-ro),0.2500,0.2857,0.3429,0.4800,0.4286

i/(rc-ro),0.2500,0.2857,0.3429,0.4800,0.4286

e/(rc-ro)?<1/2,是,是,是,是,是

i/(rc-ro)?<1/2,是,是,是,是,是

四、噴層的設(shè)計(jì)計(jì)算：,,,,,

1、試算Pmin,,,,,

圍巖重度γ（KN/m3）,20,23,23,25,25

假定pimin（Mpa）,0.1238,0.07,0.0482,0.0313,0.03336

(pimin+pa+c1ctgδ1)(1+sinδ1)（Mpa）,1.262909,1.415378,1.9651,2.5187,8.6008

(p+c1ctgδ1)（1-sinδ1）（Mpa）,1.644853,1.250491,0.9500,0.6419,1.2808

計(jì)算值Pmin’（Mpa）,0.123823,0.070013,0.048207,0.031281,0.033372

兩者差=Pmin-Pmin’