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T.C. SELÇUK ÜNİVERSİTESİ MÜHENDİSLİK-MİMARLIK FAKÜLTESİ İNŞAAT MÜHENDİSLİĞİ BÖLÜMÜ PREFABRİK YAPILARIN TASARIMI ÖRNEK ÇÖZÜMLERİ Yrd.Doç.Dr. RIFAT SEZER KONYA - Mayıs 2006

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  • T.C. SELUK NVERSTES

    MHENDSLK-MMARLIK FAKLTES NAAT MHENDSL BLM

    PREFABRK YAPILARIN TASARIMI

    RNEK ZMLER

    Yrd.Do.Dr. RIFAT SEZER

    KONYA - Mays 2006

  • Hazrlayan : Yrd.Do.Dr.Rfat SEZER

    ii

    NSZ

    Seluk niversitesi Mhendislik Mimarlk Fakltesi, naat Mhendislii Blm

    Lisans st seviyesinde verdiim, PREFABRK YAPILARIN TASARIMI dersinin

    mfredatna uygun olarak ve deiik konular iin hazrlam olduum, PREFABRK

    YAPILARIN TASARIMI RNEK ZMLER konulu prefabrik rnek

    zmlerinin rencilere ve meslektalarma faydal olmasn dilerim.

    Yrd.Do.Dr.Rfat SEZER

    Konya - Mays 2006

  • Hazrlayan : Yrd.Do.Dr.Rfat SEZER

    iii

    NDEKLER

    KONU ADI : SAYFA NO :

    1. ATI YK ANALZ 2

    2. AIK HESABI 5

    3. OLUK HESABI 9

    4. MAKAS KR HESABI 11

    5. SUNDURMA KR HESABI 17

    6. KREN KR HESABI 21

    7. KRLERN NCELTLM U BLGELERNN HESABI 32

    8. ANA EREVEYE GELEN KREN YKLER 46

    9. DEME PANEL HESAPLARI 47

    10. DEME L KR HESAPLARI 50

    11. DEME TERS T KR HESAPLARI 54

    12. EREVE HESAPLARI 59

    13. KOLON KEST TESRLERNN HESABI 60

    14. KOLON KEST HESAPLARI 72

    15. KISA KONSOL HESAPLARI 78

    16. RNEK KOLON DONATI HESABI 86

    17. TEMEL HESAPLARI 89

    18. RNEK TEMEL HESABI 108

    19. CEPHE PANEL HESAPLARI 116

    20. DUVAR ALTI SMEL 118

  • RNEK SANAY YAPISI

    AA

    BB

    A- A

    Kes

    iti

    B -B K e s it i

    8 t

  • L2L1/2L1/2

    h1h2

    h38 t

    L1 L2 h1 h2 h3 fcd fyd

    12 m 18 m 3.5 m 5.6 m 7.85 m 140 kg/cm2 3650 kg/cm2

    Bina Boyu Malzeme Dep. Bl. Kren Kal. Kuv. Zem. Em. Ger. fctd Eim

    48 m C20/S420 4 8 t 10 t/m2 11 kg/cm2 % 12

    Not: Ayn aklkta iki kren vardr.

    Malzeme : BS20- S420, L=48m, ereve aral=8m

    Ak yatay aral =146cm at eimi: tg=0.12=6.8430 (Cos=0.993;Sin=0.119)

    fcd=140 kg/cm fctd=11 kg/cm

    Kaplama (Eternit)=20 kg/m

    1. ATI YK ANALZ

    Kar yk : qk=115 kg/m (.D.) (TS498 300 kar yknde azaltma yaplmaz)

    at kaplamas : gk= 20 kg/m (.D.)

    Rzgar yk:

    w1=1.2xSinxw=1.2x0.119x80=11.42 kg/m (.D.)

    wr=1.25xw1=1.25x11.42=14.28 kg/m (.D.)

    Not : Ak ve benzeri mnferit yap elemanlarnn hesabnda rzgar ykleri %25

    arttrlmaktadr ve ak hesaplarnda rzgarn basn tesiri gz nne alnmaktadr (TS 498).

  • Hazrlayan : Yrd.Do.Dr.Rfat SEZER

    6

    2. AIK HESABI

    798

    741

    7

    1711.5

    2.1 Orta Ak

    Kar qk=115,81 kg/m (Y.D.)

    Kaplama gk=20,14 kg/m (Y.D.)

    Ak zati arl (0.085+0.10)x0.20x2.5= g0=92,5 kg/m (Y.D)

    Ak aral

    a=146cm, ames=14 cm , (ames= bmakas/2-1cm) , (bmakas=30 cm)

    l=7.84m (l=7.98-14=7.84m)

    An 1msine gelen yk (g /q ) :

    g=gka+g0=20.14x1.46+92.5=121.9 kg/m

    q=qka =115.81x1.46 =169.08 kg/m

    Ak betonarme basit kiri :

    Ykleme I : (1.4g+1.6q )

    pd1=1.4g+1.6q=1.4x121.9+1.6x169.08=441.19 kg/m

    20

    12

    7

    10

    18

    Iy

    qw

    I

    Ix

    p

    p

    p

  • Hazrlayan : Yrd.Do.Dr.Rfat SEZER

    7

    pd1x=pd1xCos=441.09x0.993=438.1 kg/m

    pd1y=pd1sin=441.09x0.119=52.5 kg/m

    Ykleme II : (g+1.3q+1.3qw) :

    qw=14.28x1.46=20,85 kg/m

    pd2=g1x+ 1.3qx+1.3qw =(121.9+1,3x169.08)x0.993+1.3x20.85=366.42 kg/m

    pd2y=pd1y=52.5 kg/m

    Hesap ykleri :

    pd1x>Pd2x ise pdx= pd1x=438.1 kg/m alnr.

    438 7.84 3365 3378 8

    dIIxdIIx

    P l xM kgm tcm= = = =

    Donat Hesab :

    ( ) ( )

    1 11 1

    1 1

    2

    1

    1

    0.85* * *20*(28 ) 0.85*0.14* *20*(28 ) 3372 2

    1.19 66.64 337 0

    66.64 66.64 4( 1.19)( 337)28 22.38

    2*( 1.19)5.62 10

    r d

    r cd

    M Mk c k cM f k c k c

    k c k c

    k c

    k c cm cm

    =

    = = =

    + =

    = =

    = Vd>Vcr = 7330>1717>1702 kg olduundan kayma donats gerekir.

  • Hazrlayan : Yrd.Do.Dr.Rfat SEZER

    8

    0.8* 1717 0.8*1702 0.00361* 3650*27

    11min 0.30* 0.3* 0.0009* 3650

    min min * 0.0009*8.5 0.00765 0.00361*

    0.00765

    sw d cr

    ywd

    sw ctdw

    w ywd

    sww w

    w

    sw

    A V Vs f d

    A fb s f

    A bb s

    As

    = = =

    = = = =

    = = = >

    =

    8 etriye iin A0=0.50cm (n=2 iin Asw=2xA0)

    1 280.00765 130 142 2ds cm s cm

    s= = = =

    Etriye : 8/14

    y ynnde donat hesab (10/20) :

    * 53*7.84 407 40.78 8

    dIydIy

    P lM kgm tcm= = = =

    Donat Hesab:

    ( ) ( )

    1 11 1

    1 1

    2

    1

    1

    0.85* * *10*(18 ) 0.85*0.14* *10*(18 ) 40.72 2

    0.595 21.42 40.7 0

    21.42 21.42 4( 0.595)( 40.7)18 15.99

    2*( 0.595)2.01 5

    r d

    r cd

    M Mk c k cM f k c k c

    k c k c

    k c

    k c cm cm

    =

    = = =

    + =

    = =

    = Vcr 40.04>24.28>10.73 olduundan kayma donats gerekir.

  • Hazrlayan : Yrd.Do.Dr.Rfat SEZER

    16

    1356.0

    1356.00346.020*00173.0*min*

    min

    00173.01910

    11*3.0*30.0*

    min

    1356.065*910.1

    3.9*8.028.24**8.0

    =

    Vd>Vcr 25.9>22.15>5.3 olduundan kayma donats gerekir.

    1267.0

    1267.00173.010*00173.0*min*

    min

    00173.01910

    11*3.0*30.0*

    min

    1267.074*910.1

    3.5*8.015.22**8.0

    =

  • 3F14

    4F244F22

    3F14

    20

    16 1611

    118

    etriye:F8 /23

    etriye:F8 /23

    2F18

    2F10

    27

    27

    5959

    88

  • 5. SUNDURMA KR HESABI

    1 0 10 1 0 151 5 15

    15 1 5 15

    1 01 0 101 51515AAB

    B

    L = 1156 3 14

    2 10 L = 1156

    2 10 L = 1096

    4 24 L = 1116

    3 16L = 230

    L = 230 3 16

    30

    30

    A - A K E S I T I

    B - B K E S I T I

    8 5

    88

    8 5 8 5

    2 5

    2 5

    8 5

    88

    1 01 0

    1 0

    2 0

    9

    2 52 5

    9

    2 0

    8 58 5

    8 / 2 0 L = 3 2 0

    8 / 1 5 L = 2 3 6

  • Hazrlayan : Yrd.Do.Dr.Rfat SEZER

    19

    Malzeme : BS20-S420

    Sundurma kiriine paralel kolon kenar : h=40 cm

    Sundurma kirii boyu : Lsundurma=1200-2x(20+1)=1158 cm=11.58 m ,

    Lhesap=Lsundurma-2x14=1158-28=1130 cm=11.30 m ,

    Sundurma kirii konsol net uzunluu : 30 cm

    5.1 Sundurma Kirii Yk Analizi : Kaplama arl : 20 kg/m (YD)

    Ak zati arl : 93/1.46 64 kg/m (YD)

    0g = 84 kg/m (YD) Kar yk : 115.81 kg/m (YD)

    5.2 Sundurma Kirii Ykleri : a=8m (Makas aral)

    A) Sabit Ykler :

    a) Dikdrtgen Ksmnda :

    bw / hD=30 / 90 cm

    st ykler : 84x8 =672 kg/m

    Sundurma zati arl : 0.30x0.90x2500 =675 kg/m

    kg =1347 kg/m b) I Kesit Ksmnda :

    bw / hI=15 / 90 cm

    st ykler : 84x8 =672 kg/m

    Sundurma zati zati arl : (0.3x0.16+0.15x0.74)2500 =518 kg/m

    kg =1190 kg/m B) Hareketli Ykler :

    Kar yk : qkar=115.81x8 =927 kg/m (Y.D.)

    5.3 Eilme Donats Hesab : fcd=140kg/cm; fctd=11kg/cm; fyd=3650kg/cm, d=90-4=86 cm

    a) L1=L/2=11.30/2=5.65 m iin;

  • Hazrlayan : Yrd.Do.Dr.Rfat SEZER

    20

    R1=1.347x1.34=1.80 t, R2=(5.65-1.34)x1.190=5.13 t,

    Ayg=Byg=R1+R2 =1.80+5.13=6.93 t

    Ayq=Byq=0.5Lxqkar=5.65x0.927=5.24 t

    Vdm=1.4x6.93+1.6x5.24 =18.09 t

    maxMg=6.93*5.65-1.80x4.98+5.13x2.825=15.70 tm

    maxMq=5.24x5.65-0.927x5.652/2=14.81 tm

    maxMd=1.4xmaxMg+1.6xmaxMq =1.4x15.70+1.6x14.81=45.68 tm=4568 tcm

    stte 314 montaj donats iin, As=1.54x3=4.62 cm2

    Fs=Asxfyd= 4.62x3.65=16.86 t

    ( ) ( )

    ' '1

    ' '11

    11

    1 1

    2

    1

    * ( ) ( )2

    0.85* * * * ( ) * ( )2

    0.85*0.14*30* *(86 ) 4.62*3.65* (86 4) 45982

    1.785 307.02 3215.23 0

    307.02 307.02 4( 1.785)( 3215.23)2* (

    r d

    r c s d

    r cd s yd d

    r

    M Mk cM F d F d d M

    k cM f bw k c d A f d d M

    k cM k c

    k c k c

    k c

    =

    = + =

    = + =

    = + =

    + =

    =

    1

    86 74.801.785)

    11.2 16k c cm cm

    =

    = 13.58t>9.22 t olduundan kayma donats gerekir.

    0.8* 13.58 0.8*9.22 0.01976* 3.650*86

    11min 0.30* 0.3* 0.0009* 3650

    min min * 0.0009*15 0.01356 0.01976*

    0.01976

    sw d cr

    ywd

    sw ctdw

    w ywd

    sww w

    w

    sw

    A V Vs f d

    A fb s f

    A bb s

    As

    = = =

    = = = =

    = = = === e

    d

    cre V

    A

    17.017420*7.07.233

    4.3*42023370

    *70.0*'' cmmm

    fH

    fV

    Ayk

    d

    eyk

    ds ==+=+=

    29.06.28420

    100*200*6.0**6.0 cmmmf

    hbAyk

    s ===

    As=As=2.94cm

    Seilen donat 210 (3.16cm) (Poz1)

    4. nceltilmi Ucun 2/3d Yksekliinde En Az ki Sra Yerletirilen Ah Donat