Temir beton konstruktsiyon material bolip tabiladi

a= V 3 . 1 4=14sm b=b jj-n*a=116sm-6*14sm=32sm n- gewekler sani

h_n=h_n= =4sm hc=h-a=22-3=19sm.

b h₀ h₀

116 4 ✓ _и гл г^- 4¹ . _ _ _

A_Or=— * — * ( 1 — 0 .5 * —)=0.68

OR

^M

Ao-

A_o= ¹⁴⁰°o°^okg *^ =0.89 A0 > A0R

M_cb-0.8*R_b* h[,<(b - b)*(ho - ha)

4 STYX

M_cb=0.8*144.5kg/sm²*4sm*(116sm-32sm)*(19sm—— )=621466kg*sm

M rh

Ascb- ^CJLTT

^*(h₀
8
№ Ш


_л _ 62 14 66kg* sm __лп-,_г ,

A_scb= 4TTjr=10.75sm

3 4 О О kg / sm ²*( 1 9 sm ——)

Mk =M - M_cb=1400000kg*sm - 621466kg*sm=778534kg*sm

A= 778 5 ^{3 4 kg} * ^sm =₀₃₉

3 2sm*(19sm)²* 144. 5 kg/sm²

Tablitsadan v ma'nisin aniqlaymiz v=0.735

M_k

Ask-

A$_k— ; r=16.4sm

Sk

A_s—16.4sm²+10.75sm²—27.15sm²

9
Tema: Orayliq qisiliwshi elementler esabi kolonnalar.

Kese-kesimi 30smx30sm uzinlig'i l₀=4.5m, beton klassi B25 beton qarsilig'i R_b=145kg/sm², beton boyinsha isenimli koeffitsent ф_ь=0.85, almatura klassi A-lll soziliwg'a bolg'an qarsilig'i R_s=3400kg/sm², turaqli ju'k N_g=1300kN, waqtinshaliq ju'k N_kp=200kN bolg'anda kese-kesimi ha'm almatura kesim maydanin tan'lan'. 0 3 2

Sheshimi:

N=N_g+N_kp=1300kN+200kN=1500kN

A_s= Ф=1 dep alip

R_s

Tablitsadan 403 2 almatura alamiz Z A_s=32.17sm²

0. 839*(123.25*900+3400*32.17)=1848.3kN > 1500kN

   
   

ц=^ * 100%=^£2i7* 100 %=2.95 %

^ 900

11
Qabirg'ali plitani esaplaw.

Plita eni b=120sm, biyiklig'Ii h=30sm, beton markasi M300 beton qarsilig'i R_s=160kg/sm², almatura klassi A-lll soziliwg'a bolg'an qarsilig'i R_s=3400kg/sm², Ф_ь=0.85, qorg'awshi qatlam a=3sm, beton awirlig'i 2300kg/m³, shlak beton qalin'lig'i h₂=4sm, to'selgen asfalt h₃=3sm, paydali ju'k Pf=850kg/m².

Almatura kesim maydani tanlansin.

Sheshimi:

0. Konstruktsiyanin' o'z awirlig'i boyinsha h₁=6sm beton awirlig'i 2300kg/m³

   
   

#"=1*1*hi*Yoi

0. Plita u'stine to'seletug'in shlak beton awirlig'i 1500kg/m³ , h₃=4sm

   
   

=1*1*0.04*1500=60kg/m²

0. To'selgen asfalt betonnan awirlig'i 1800kg/m³, h₃=3sm

   
   

#3=1*1*h3*Yo3

=1*1*0.03*1800=54kg/m²

Konstruktsiyag'a ta'sir etiwshi paydali ju'k P/^/=850kg/m² ja'mi q konstriktsiyanin' esapli ju'k.

q=.0?*n1+flr£*n2+03*n3+Pj^/*n4

q=138kg/m²*1.1+60kg/m²*1.1+54kg/m²*1.1+850kg/m²*1.2=1288.4kg/m²

Plitanin' pralot aralig'i u'ken pralottin' kishkenege qatnasin esaplasaq 2 ge jaqin bolg'anliqtan konstruktsiyani balka spatinda esaplaymiz.

16

=63.78kg*m

16

12
А ^- 6378kg*sm Q2Q

Tablitsadan v nin' ma'nisin aniqlaymiz v=0.990

As= ^6378kg*^sm -=0.39sm2

^s

Tablitsadan aling'an rulon setka 3/3 - 15 £A _s=0.47sm².

Qabirg'anin' boylama almaturalarin esaplaymiz. Qabirg'adag'i ju'kke qosimsha qabirg'alar arasindag'i quyilg'an shoplari awirlig'I menen o'z awirlig'i.

® n -_F + в!

6- betonnin' ko'lemli awirlig'i;

F-plita maydani;

9ⁿ=50kg/m².

—— + 5 0=369kg/m

qⁿ=(e! + в! + в! + P?)*bi b1=1.2

qⁿ=(369kg/m²+60kg/m²+54kg/m²+850kg/m²)*1.2=1599.6kg/pog m Uzaq mu'detli

qⁿ=(^2 + 92 + 9a + ^i^H)*b1=(369+60+54+700)*1.2=1419.6kg/pog m Qisqa mu'detli

P^H=P_nⁿ*b1=150*1.2=180kg/pog m

Qabitg'ag'a plitanin' qabirg'alarinin' artiqmaqmashliq ju'lerin ta'sir etewi itimali menen esapli nagruskadan esaplaymiz.

q=(e 2 *ⁿ2 + в з *^П3+ в 4 *ⁿ4+ Pi* ni)*bi

q=(369*1.1+60*1.1+54*1.1+850*1.2)*1.2=1861.56kg/pog m

M=-

. . 1599.6*5.8²

M= =6726kg*m

p

M = =7827.86kg*m

Nitral ko'sher polkada jaylasqan dep esaplaymiz.

hj > 0.2*h₀ h0=30sm-3sm=27sm
7R77R6

A₀=— =0.077 tablitsadan v=0.960

782786 _ _ ,

A_s= =8.9sm

^s

Tan'lap alamiz 2 018

2 016 _s=9.11sm²

14
Tema: Qisiliwshi elementler esabi, fundament.

Kese-kesim o'lshemi 30sm x 30sm kolonna asti orayliq qisilg'an fundamentin' bekkemligin esaplaw. Ta'sir etiwshi esapli nagruska N^P=1500kN. Fundament beton markasi B25 betonnin' soziliwg'a bolg'an qarsilig'i R_bt=1.05MPa, almatura klassi A-ll soziliwg'a bolg'an qarsilig'i R_s=2700kg/sm², fundament jaylasiw teren'ligi H=1.5m, fundament asti tiykardin grunt qarsilig'i R_rp=0.32mPa. Almatura kesim maydanin tan'lan'.

Biz aldin ala narmativ nagruskani tawip alamiz. Ol to'mendegi formula menen aniqlanadi.

н

N^H=_T fl_m=1.2

N^H= =1250kN

1.2

Fundament asti sirtinin maydani.

Аф—■

v_rp=2t*m² fundament asti grunt penen fundament ko'lemli salmag'i.

A₀=———=4.3m<sup>2

Ф</sup> 3 2 - 2 * 1 . 5

Biz fundament astin kvadrat formada dep oylap onin' ta'replerin tawip alamiz. =V43=2.07m biz a x b 210sm x 210sm etip tan'lap alamiz.

^ 1500kN

б_гр= =340kN/m²

гп

Isshi biyiklikti anqilaymiz;

rp

. О.Зш+О.Згп 1 I 1500kN _ . _

ho= + - * I ш =0.16m

^{4 2} Л1 ^{1 0 5 0}^2 + ³⁴⁰ fcN/m²

Konstruktip talaplarg'a ko're fundament biyiligi h=1.5*30+25=70sm

Kallonanin' boylama almaturalarin ankerlew talaplarina ko're eger d_s=15mm qoyilatug'in bosa to'mendegi talapqa juwap beriw kerek.

H=30*2+25=70sm

Fundamentin' biyikligin 70sm etip qabillaymiz ha'm h <1 bolg'ani ushin 2 teksheli etip alamiz h₁=30sm, h₂=40sm.

h0=70sm - 3sm=67sm

h01=30sm - 3sm=27sm

a1=30sm + 2*40sm=110sm

To'mengi tekshenin' qiya ku'shke biyikligin aniqlaymiz.

l=(- - ^ - ho)

2 2 ⁰¹

,2.1m 0.3m .

l=(— 0. 6 7m)=0.23m

6_rp*l < 1.5*Rbt*h01 78.2kN/m < 409.5kN/m l-l ha'm ll-ll tekshelerdegi iyiwshi ku'sh momenti to'mendegishe aniqlandi;

Mi=0.125*Rrp*(a-hk)²*b M1=0.125*340kN/m²*(2.1m-0.3m)²*2.1m=289kN*m

M2=0.125*Rrp*(a-a1)²*b M₂=0125*340kN/m²*(2.1m-1.1m)²*2.1m=89kN*m Almatura kesim maydanin aniqlaymiz;

^Mi
A S ! = _b „


r*ho*R_s

16

2

4