隧洞结构计算

ri

100

说明：砼采用C20，钢筋采用二级，截面按双筋计算。截面ri——-衬砌后的隧洞内径，单位cm；ψ=0(洞顶）re——-衬砌后的隧洞外径，单位cm；r——-衬砌后的隧洞平均半径，单位cm；

k0(N/cm3)——围岩单位弹性抗力系数；h——衬砌厚度,单位cm；

q(KN/m)----垂直围岩压力，按q=0.1×γ1×B计算，此处γ1为山岩容重，B为考虑0.2m超挖的隧洞直径；P(Kpa)——隧洞内水压力；a——钢筋保护层厚度；

〔σg〕(KN/cm2)=Rg/k,一级为160MPa,二级为258MPa;Ag----根据计算结果选定的每层钢筋面积。

作者：bluepan

2004.3.4

ψ=π/2ψ=π(洞底）截面

ψ=0(洞顶）ψ=π/2

ψ=π(洞底）截面ψ=0(洞顶）ψ=π/2

ψ=π(洞底）

D0.21220

-0.2122A1

0.34477-0.392720.44059A

0.927393A2

0.17239-0.196360.2203

re

130

A0.1628-0.1250.0872r

115

截面

ψ=0(洞顶）ψ=π/2

ψ=π(洞底）

ψ=0

垂直山岩力2.064189自重2.357966非均匀内水压力0.803815总计5.22597

2.配筋计算

（1）按砼未出现裂缝情况计算

a

4

Agi

h0

26

Age

洞顶配筋面积洞底配筋面积洞侧配筋面积

（2）按砼出现裂缝情况计算洞顶配筋面积洞底配筋面积洞侧配筋面积

Agi

4.4751298832.6360554.7012851051.74322.0114524553.829226

Age0.744046768-1.265610.192345615-1.98788-1.719630660.098143

>1.2)

Ag

A0

4

0.3064

3.抗裂校核(须满足σi<〔σ

gh〕,Kf有压隧洞结构计算

k0(N/cm3)

aIKn

1000300.869565225000666.66679.212994188

山岩压力作用下弯矩计算

BCCnCn(1+a)Aa+B+Cn(1+a)

0.1415652170.08721-0.00699-0.0644-0.12040.108377406

0.008240.0759150.141928

-0.0917774740.094428751

0.075826087Da

0.16277-0.00837-0.07711-0.14417h

Aa

-0.108695652-0.12501

山岩压力作用下轴向力计算

FGGnGn(1+a)Da+F+Gn(1+a)

0.184521739-0.212220.020980.1932890.3613660.3336674160-0.184521739

10.005750.0529750.099040.712220.022370.2060950.385307

衬砌自重作用下的内力计算

B1nA1+B1nD1M(KN·m)C1

1.099039688

0.913005706

B1

-0.02194-0.202130.1426372.357966-0.166690.025890.238524-0.1542-2.549051.5708-0.02629-0.242210.198383.2794761.7374

NP(KN)

192.7701403B2

非均匀内水压力作用下的内力计算B2nA2+B2nD2M(KN·m)C2

-0.01097-0.101070.0713230.803815-0.588340.012950.119308-0.07705-0.86837-0.2146-0.01315-0.121150.0991491.117411-0.63126

0.06590.018070.07024

0.032950.009030.03513

内力组合表

M(KN·m)ψ=π/2

-1.748021301-2.54904569-0.868372944-5.165439934

ψ=π1.7985183.2794761.1174116.195405

ψ=0

5.52626.331416-2.790729.066901

N(KN)ψ=π/218.202324.97338-1.2877941.88789

ψ=π15.121234.27749-3.0145546.38413

〔σg〕(KN/cm2)Amin(cm2)

25.8333.9

A

7.1111849096.4444846465.84067849A

-0.521558488-1.795537959-1.621487742I0

W0

σ

i

〔σ

gh〕Kf

2327440.015516192.69261333.3332.700007

q(KN/m)

g(自重KN/m)P(Kpa)t12.7412.5220

1.3

M(KN·m)

2.064188587-1.7480213011.798518311N(KN)

5.5261997518.202295315.1212005D1n

C1+D1n

N(KN)

0.6071363170.440446326.3314160.1664788051.737278824.973380.6471207122.3845207134.27749

D2n

0.3035681580.0831933380.323652486C2+D2n

-0.2847668-0.1314067-0.3076075N(KN)-2.79072-1.28779-3.01455