Avtoyo’l temirbeton ko’prikning qirqilgan qovurg’ali diagmasiz

17-rasm. Maksimal eguvchi momentni aniqlash uchun plitani A-11 yukining ikki koleyasi
(ikki g‘ildiragi) bilan yuklash (o‘lchamlar metrlarda)

Tayanch yaqinidagi hisobiy ko’ndalang kuchning qiymati

Q₀=gip/2+(1+4)(Yfa*(q_pol+))=(8.94*19.4)/2 +1.32*(1.2*11/2(0.77+0.2)+1.5*110/2*(0.77+0.2/1.29))
Pilita oralig’ida Nk80 yukning bir g’ildirakda joylashadi
B=b+2H=0.8+2*0.15=0.111m
Q_k=(P_Nk80)/a₁b₃=100/(8*1.2*1.1=9.4 kPa
Nk-80 uchun yuklani-sh uzunligi i= 1m (1m metirdan ortiq va 5 metrdan kichik ) bo’lganda dinamik koyiffsenti 1+y quydagi qiymatga ega bo’ladi.
1+y=1.3-(1.3-1.1)/4(i-1)=1.295


19-rasm. Eguvchi momentni aniqlash uchun plitani NK-80 yuki bilan yuklanishi (o‘lchamlar metrlarda)

Eguvchi mamenti aniqlash uchun Nk-80 yuki bilan yuklanishi

Balka oralig’ini o’tasiga eguvchi mamintni qiymati
M_on=(8.9*2.3²)/8+1.295*75.8*1.1(19.4*0.5*1.1)/4=41.71 kNm
Tayanch yaqinidagi ko’ndalang kuch
Q₀=(8.9*19.4)/2+1.295*(800/8*1.2)0.716=19.43+77.27=96.7 kN
Bu yerda 0.716 tayanch yaqinidagi ko’ndalang kuch ta’sir chizig’ining Nk80g’ildiragi ostidagi ordinatasi
M₀=48.34 kNm Q₀=99.65 kN

20-rasm. Plitada NK-80 yukidan hosil bo‘lgan ko‘ndalang kuchni aniqlash sxemalari (o‘lchamlar metrlarda)

Darz bardoshligini hisobga bolgan holda A-11 yukni yuki tasiridan hosil bo’ladigan zo’riqishlarnining narmatif qiymatini foydalanamiz

M_op=26.04 kNm
Yuqori pilitni keltirilgan qalinligi
H_f=(210*15+0.5*30*16+(60*60-3.14*30*30)/210=18 sm

Ostki pilitani kengligi 60 sm bo’lganda uning keltirilgan qalinligi

H_f=(60*15+24*16*0.5+23*23)/60=26.8 m

To’sini kesimini turlashga bo’ganimizda momenti

I_k=1/3

Bu yerda b₁ va б₁ ko’ndalang kesim tarkibidan kiruvchi isonli to’g’ri to’rtburchaklaring uzunligi va kengligi

I_k=1/3*((210/18-0.63)*18⁴+(75.2/16-0.63)*16⁴+(60/26.8-0.63)*20.8⁴=7.5*10^-3 m⁴

Pilitaning silindirsimon bikirligi

D=E₀h_f³/12(1-v²)=(E₀18³)/12(1-0.2²)=506.25 E_b

h₁=11.7+30

M_op=-0.8M₀ M_op=+0.25M₀

Г_po=+0.5 M₀ Г_po=-0.25 M₀

Qirqilmagan piltani ta’sir etoyotgan zo’riqishlarning oxirgi qiymatlari

Oraliq o’rtasidagi eguvchi mamentlarning qiymatlari

M_po=+0.5*48.34=+24.17 kNm

M_po=-0.25*48.34=-12.08 kNm

M_po=+0.5*26.04=+13.02 kNm

M_po=-0.25*26.04=-6.51 kNm

Tayanchlardagi (yani ta’sir qavurg’ali ustudagi ) eguvchi mamentlarning qiymatlari

M_op=-0.8*48.34=-319.47 kNm

M_op=+0.25*48.34=+12.08 kNm

M_op=-0.8*26.04=-20.83 kNm

M_op=+0.25* 26.04=+6.51 kNm

Oraliq qurilmani bosh to’sinini hisoblash ichki zo’riqishlarini aniqlash

Qatnov qismining yo’l qoplamasining konisturiksiyasi g’ovak pilitalardan tashkil topkan oraliq qurilma hisobi misolidagi kabi qabul qili 2sm bo’lgan qiymat asfaltdan iborat yo’l qoplamasining tashqi qatlamlari qatnov qismidagi kabi qabul qilingan tratuorlar pqnjara to’sig’ining qatnov qismining barer to’sig’ining va bosh to’sining 1 metr og’irligi tipoviy loyhalanadan qabul qilingan

Gn=144.04/6=24 kN/m

Gn=169.81/6=28.3 kN/m

Kengligi 1metr bo’lgan oraliq qurilmasi plitasining inersiyasi momenti

I_nu=bh³_f/12=(1*0.15³)/12=0.281*10^-3 m⁴

To’sining ostki qirrasiga nisbatan kesimning static mamenti

S_b=60*26.8/2+16*75.2(26.8+75.2/2)+150*18(120-18/2)=398733.28 sm³

To’sin kesimining yuzasi

A_b=60*26.8+16*75.2+150*18=5511.2 m²

Kesimning ostki qirrralaridan uning og’irlik markazida bo’lgan masofa

Y_b^нг=S_b/P_b=398733.28/5511.2=72.35 sm

Kesimning ustki qirrasidan uning og’irlik markazida bo’lgan masofa

Y_b^вг=120-78.7=41.3 sm

I_b=(150*18²)/12+150*18(41.3-18/2)²+16*75.2³/12+16*75.2(75.2/2+18

-41.3)²+(60*26.8³/12+60*26.8(78.7-26.8/2)²=321.1*10⁵sm⁴

Kesimning bikirligi parametric (ko’rsatkichi)

A=12.8a^B/L⁴—E_bI_b/E_bI_nu=1.28*2.3/23.4⁴*(118.12*10-³)/0.281*10^-3=0.166

Ikki tomonida kansoli bo’lgan bosh oralig’I tasiri uchun ( yaniy oraliq qurilma ko’ndalang kesimini besh oraliqli tasnif deb qabul q qilamiz ) uning elastic tayanchlariga bosimlari tasir chiziqlarining ordinatalarini V.A .Rossiy B . P. Narapenko molliflardagi primeri praeltiravaniya

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  tayanch (to’sin ) uchun
  

B=1/(105+1744a+3690a²+1776a³+209a⁴=1/504.47

R₀₀=1/504.47(55+13640+3348a²+1720a³+209a⁴)=0.7567

R₀₁=1/504.47(40+567a+676a²+127a³)=0.3029

R₀₂=1/504.47(25+308a-283a²-90a³)0.0432

R₀₃=1/504.47(10-172A-114a²+24a³)=-0.0428

R₀₄=1/504.47(-5-114a+83a²-6a³)=-0.0428

R₀₅=1/504.47(-20+69a-20a²+a³)=-0.018

R_okl=R₀₀+1.04/(504.472.1)*(15+847a+3052a²+1975a³+256a⁴)=1.0009

R_okn=R₀₅+R_5k^M=R₀₅+1/504.47*1.04/2.1*(-15+203a-172a²+27a³-a⁴)=-0.0042