^ Q 0777 - Temir beton konstruktsiyon material bolip tabiladi

1 ^ Q 0777
a= V 3 . 1 4=14sm b=b jj-n*a=116sm-6*14sm=32sm n- gewekler sani
, , , 22sm—14sm , ,
hn=hn= =4sm hc=h-a=22-3=19sm.
AoR^'r'f1-0-5'^)
b h0 h0
116 4 ✓ и гл г- 41 . _ _ _
AOr=— * — * ( 1 — 0 .5 * —)=0.68
OR
M
Ao-
Ь^/Iq
Ao= 140°o°okg *^ =0.89 A0 > A0R
0 ( ) 0 0R Element qabirg'anin qisiliwi menen esaplanadi.
Mcb-0.8*Rb* h[,<(b - b)*(ho - ha)
4 STYX
Mcb=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 ,
Ascb= 4TTjr=10.75sm
3 4 О О kg / sm 2*( 1 9 sm ——)
Mk =M - Mcb=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
Mk
Ask-
V*Hq*R
s
л _ 778 5 34kg*sm r л 2
A$k— ; r=16.4sm
Sk
As—16.4sm2+10.75sm2—27.15sm2
Tablitsadan 5 028 almatura alamiz 'ZA S=30.79sm2
9
Tema: Orayliq qisiliwshi elementler esabi kolonnalar.
Berilgeni:
Kese-kesimi 30smx30sm uzinlig'i l0=4.5m, beton klassi B25 beton qarsilig'i Rb=145kg/sm2, beton boyinsha isenimli koeffitsent фь=0.85, almatura klassi A-lll soziliwg'a bolg'an qarsilig'i Rs=3400kg/sm2, turaqli ju'k Ng=1300kN, waqtinshaliq ju'k Nkp=200kN bolg'anda kese-kesimi ha'm almatura kesim maydanin tan'lan'. 0 3 2
Sheshimi:
N=Ng+Nkp=1300kN+200kN=1500kN
As= Ф=1 dep alip
Rs
1S00° —123.25*900
As=—1 =11.49sm2 2 03 2 £ A s=16.08sm2
s 3400 ^ s
lo 450 „ „ Nb 1300 л „
-=—=14 — = =0.8
b 30 N 1500
Tablitsadan фь ha'm фг ma'nislerin alamiz фь=0.836 фг=0.84
RS*AS
a=-
Rb*RA
3400*16.08 _
a= =0.5
123.25*900
ф=фь+2*(фг-фь)*а
ф=0.836+2*(0.84-0.836)*0.5=0.839 ф < фг
i~Rb*A As=-
s
150000_123 25*90Q
As^JL839 =19.96sm2
s
10
Tablitsadan 403 2 almatura alamiz Z As=32.17sm2
839*(123.25*900+3400*32.17)=1848.3kN > 1500kN
A ^9 17
ц=^ * 100%=£2i7* 100 %=2.95 %
^ 900
11
Qabirg'ali plitani esaplaw.
Berilgeni:
Tema:
Plita eni b=120sm, biyiklig'Ii h=30sm, beton markasi M300 beton qarsilig'i Rs=160kg/sm2, almatura klassi A-lll soziliwg'a bolg'an qarsilig'i Rs=3400kg/sm2, Фь=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:
Konstruktsiyanin' o'z awirlig'i boyinsha h1=6sm beton awirlig'i 2300kg/m3
#"=1*1*hi*Yoi
<gf=1*1*0.06*2300=138kg/m2
Plita u'stine to'seletug'in shlak beton awirlig'i 1500kg/m3 , h3=4sm
5f"-i*i*h2*Yo2
=1*1*0.04*1500=60kg/m2
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
1 2 8 8.4-^j *( О . 8 9m)2* 1 m
h0=6sm-1.2sm=4.8sm
=63.78kg*m
16
12
А - 6378kg*sm Q2Q
0 1 0 0sm*(4. 8 sm)2* 13 6kg/sm2 .
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.
2300 , __ ___
—— + 5 0=369kg/m
6*1.z
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 + ^iH)*b1=(369+60+54+700)*1.2=1419.6kg/pog m Qisqa mu'detli
PH=Pnn*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
q*l2
M=-
8
. . 1599.6*5.82
M= =6726kg*m
p
M = =7827.86kg*m
13
Nitral ko'sher polkada jaylasqan dep esaplaymiz.
hj > 0.2*h0 h0=30sm-3sm=27sm
7R77R6
A0=— =0.077 tablitsadan v=0.960
0
782786 _ _ ,
As= =8.9sm
s
Tan'lap alamiz 2 018
2 016 s=9.11sm2
14
Tema: Qisiliwshi elementler esabi, fundament.
Berilisi:
Kese-kesim o'lshemi 30sm x 30sm kolonna asti orayliq qisilg'an fundamentin' bekkemligin esaplaw. Ta'sir etiwshi esapli nagruska NP=1500kN. Fundament beton markasi B25 betonnin' soziliwg'a bolg'an qarsilig'i Rbt=1.05MPa, almatura klassi A-ll soziliwg'a bolg'an qarsilig'i Rs=2700kg/sm2, fundament jaylasiw teren'ligi H=1.5m, fundament asti tiykardin grunt qarsilig'i Rrp=0.32mPa. Almatura kesim maydanin tan'lan'.
Sheshimi:
Biz aldin ala narmativ nagruskani tawip alamiz. Ol to'mendegi formula menen aniqlanadi.
н
NH=T flm=1.2
vm
H
NH= =1250kN
1.2
Fundament asti sirtinin maydani.
NH
Аф—■
^rp ^rp*#
vrp=2t*m2 fundament asti grunt penen fundament ko'lemli salmag'i.
A0=———=4.3m2
Ф 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
бгр= =340kN/m2
гп
Isshi biyiklikti anqilaymiz;
hk*bk . 1# I Np
ho——-— + -
rp
15
. 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 ds=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
6rp*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*Rs
16
№ Ш
2890000 kg*sm ^
As-1 = -=17.75sm
0.9*67m*3400 kg/sm2
M1
A 5 2 = 1
r*hoi*Rs
890000kg*sm „ _ __ ,
As 2 = ; r=13.56sm
0.9*27m*3400 kg/sm2
l-l boyinsha boyinsha 12 014 £A s =18.47sm 2
18.47sm2
ц= *100 %=0.1%.
210sm*67sm
17
2
4
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