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Transcript of Prof. Dr. Ahmet TOPÇU, Betonarme I, Eski ehir Osmangazi ...eng. · PDF fileProf. Dr....

Prof. Dr. Ahmet TOPU, Betonarme I, Eskiehir Osmangazi niversitesi, 2010, http://mmf.ogu.edu.tr/atopcu 194

EKLER

Prof. Dr. Ahmet TOPU, Betonarme I, Eskiehir Osmangazi niversitesi, 2010, http://mmf.ogu.edu.tr/atopcu 195

BETON SINIFLARI VE MEKAN K ZELL KLER (28 GNLK BETON)

fck N/mm2 Beton

Snf silindir Kp (15x15x15)

fctk

N/mm2

cu k1

Ec N/mm2

Gc 0.4Ec

N/mm2

c c 1/C

C16/20 16 20 1.4 0.003 0.85 27000 10800 0.20 10-5 C18/22 18 22 1.5 0.003 0.85 27789 11116 0.20 10-5 C20/25 20 25 1.6 0.003 0.85 28534 11414 0.20 10-5 C25/30 25 30 1.8 0.003 0.85 30250 12100 0.20 10-5 C30/37 30 37 1.9 0.003 0.82 31800 12720 0.20 10-5 C35/45 35 45 2.1 0.003 0.79 33227 13291 0.20 10-5 C40/50 40 50 2.2 0.003 0.76 34555 13822 0.20 10-5 C45/55 45 55 2.3 0.003 0.73 35802 14321 0.20 10-5 C50/60 50 60 2.5 0.003 0.70 36981 14792 0.20 10-5 Bantsndan hesaplanmtr. TS 500/2000 de bu deerler yuvarlatlmtr. Her iki deer de kullanlabilir. C16/20 ve C18/22 Deprem blgelerinde ve nemli yaplarda kullanlamazlar.

140003250 += ckc fE

Dikdrtgen kesitli kiri lerde dengeli donat oranlar

elik Beton mc=1.4 mc=1.5 mc=1.7 S220 C16/20 0.0327 0.0305 0.0270 S220 C18/22 0.0368 0.0382 0.0303 S220 C20/25 0.0409 0.0378 0.0337 S220 C25/30 0.0511 0.0477 0.0421 S420 C16/20 0.0141 0.0131 0.0116 S420 C18/22 0.0158 0.0148 0.0130 S420 C20/25 0.0176 0.0164 0.0145 S420 C25/30 0.0220 0.0205 0.0181 S420 C30/37 0.0254 0.0237 0.0209 S420 C35/45 0.0286 0.0267 0.0235 S420 C40/50 0.0314 0.0293 0.0259 S420 C45/55 0.0339 0.0317 0.0280 S420 C50/60 0.0362 0.0338 0.0298 S500 C16/20 0.0110 0.0103 0.0091 S500 C18/22 0.0124 0.0116 0.0102 S500 C20/25 0.0138 0.0128 0.0113 S500 C25/30 0.0172 0.0161 0.0142 S500 C30/37 0.0199 0.0186 0.0164 S500 C35/45 0.0224 0.0209 0.0184 S500 C40/50 0.0246 0.0230 0.0203 S500 C45/55 0.0266 0.0248 0.0219 S500 C50/60 0.0283 0.0264 0.0233

TABLOLAR

NOT:

S220 ve S500 elii kiri ve kolonlarda kullanlamaz (Bak: Dep. Yn.-2007, Madde 3.2.5.3).

S420 b eliinin kullanmndan kanlmaldr.

C16 /20 ve C18/22 betonlar deprem blgelerinde kullanlamaz (bak: Dep. Yn-2007, Madde 3.2.5.1)

Has

r

Esk

i yap

lar

iin

Yen

i yap

lar

iin

Dep

rem

b

lgel

erin

de

kulla

nla

ma

z

YzeyMin. Kopma uzamas sufsu(N/mm2)

sdfyd(N/mm2)

Es(N/mm2)

fyk(N/mm2)

N, P0.050.055500.002174434.782x105500BIV-bkS500bk

N, P0.080.085500.002174434.782x105500BIV-bsS500bs

N, P0.100.105500.001826365.222x105420BIII-bS420b

N, P0.100.125500.002174434.782x105500BIV-aS500a

N, P0.100.125000.001826365.222x105420BIII-aS420a

D0.180.183400.000957191.302x105220BI-aS220a

32 mm 32 mmelik snf

ELK SINIFLARI ve NEKAN K ZELL KLER

Prof. Dr. Ahmet TOPU, Betonarme I, Eskiehir Osmangazi niversitesi, 2010, http://mmf.ogu.edu.tr/atopcu 196

DONATI UBUKLARI KTLE VE ALANLARI (mm 2)

ubuk says ap (mm) Ktle kg/m 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

6 0.222 028 0.57 085 113 141 170 198 226 254 283 311 339 368 396 424 8 0.395 0.50 1.01 151 201 251 302 352 402 452 503 553 603 653 704 754 10 0.617 079 157 236 314 393 471 550 628 707 785 864 942 1021 1100 1178 12 0.888 113 226 339 452 565 679 792 905 1018 1131 1244 1357 1470 1583 1696 14 1.209 154 308 462 616 770 924 1078 1231 1385 1539 1693 1847 2001 2155 2309 16 1.579 201 402 603 804 1005 1206 1407 1608 1810 2011 2212 2413 2614 2815 3016 18 1.998 254 509 763 1018 1272 1527 1781 2036 2290 2545 2799 3054 3308 3563 3817 20 2.467 314 628 942 1257 1571 1885 2199 2513 2827 3142 3456 3770 4084 4398 4712 22 2.985 380 760 1140 1520 1901 2281 2661 3041 3421 3801 4181 4561 4942 5322 5702 24 3.522 452 905 1357 1810 2262 2714 3167 3619 4071 4524 4976 5429 5881 6333 6786 25 3.854 491 982 1473 1963 2454 2945 3436 3927 4418 4909 5399 5890 6902 7433 7964 26 4.169 531 1062 1593 2124 2655 3185 3716 4247 4778 5309 5840 6371 8005 8621 9236 28 4.834 616 1232 1847 2463 3079 3695 4310 4926 5542 6158 6773 7389 8005 8621 9236 30 5.549 707 1414 2121 2827 3534 4241 4948 5655 6362 7069 7775 8482 9189 9896 10603 32 6.315 804 1608 2413 3217 4021 4825 5630 6434 7238 8042 8846 9651 10455 11259 12064 40 9.867 1257 2513 3770 5026 6283 7540 8796 10053 11309 12566 13823 15079 16336 17593 18850

10 mm ubuklar boyuna donat olarak kullanlmazlar. 6 eski yaplar iindir, yeni yaplarda kullanlmaz.

BR SIRAYA SIAN UBUK SAYISI ap (mm) bw

(mm) 12 14 16 18 20 22 24 25 26 28 30 32 40 200 3 3 3 3 3 3 2 2 2 2 2 2 2 250 4 4 4 4 4 3 3 3 3 3 3 3 2 300 6 5 5 5 5 4 4 4 4 4 4 3 3 350 7 6 6 6 6 5 5 5 5 5 5 4 3 400 8 8 7 7 7 6 6 6 6 6 5 5 4 450 9 9 8 8 8 7 7 7 7 6 6 6 5 500 10 10 9 9 9 8 8 8 8 7 7 7 5 550 12 11 10 10 10 9 9 9 8 8 8 7 6 600 13 12 12 11 11 10 10 10 9 9 9 8 7 650 14 13 13 12 12 11 11 10 10 10 10 9 7 700 15 14 14 13 13 12 12 11 11 11 10 10 8 750 16 16 15 14 14 13 13 12 12 12 11 10 8 800 17 17 16 15 15 14 13 13 13 12 12 11 9 850 19 18 17 16 16 15 14 14 14 13 13 12 10 900 20 19 18 17 17 16 15 15 15 14 14 13 10 950 21 20 19 18 18 17 16 16 16 15 15 14 11 1000 22 21 20 19 19 18 17 17 16 16 15 14 12 Net beton rts 30 mm, net donat aral 30 mm ve etriye ap 22 iin 8 mm, 24 iin 10 mm alnmtr. bw= 200 mm eski yaplarn kontrol amaldr.

Prof. Dr. Ahmet TOPU, Betonarme I, Eskiehir Osmangazi niversitesi, 2010, http://mmf.ogu.edu.tr/atopcu 197

Ksa aklk dorultusunda

1.0 1.1 1.2 1.3 1.4 1.5 1.75 2.0

Uzun aklk dorultusunda

(m den bamsz)

-33 +25

-40 +30

-45 +34

-50 +38

-54 +41

-59 +45

-70 +53

-83 +62

-33 +25

-42 +31

-47 +35

-53 +40

-57 +43

-61 +46

-65 +49

-75 +56

-85 +64

-41 +31

-49 +37

-56 +42

-62 +47

-66 +50

-70 +53

-73 +55

-82 +62

-90 +68

-49 +37

-56 +44

-61 +46

-65 +49

-69 +51

-71 +53

-73 +55

-77 +58

-80 +60

000 +44

000 +44

000 +53

000 +60

000 +65

000 +68

000 +71

000 +77

000 +80

-56 +44

-58 +44

-65 +49

-71 +54

-77 +58

-81 +61

-85 +64

-92 +69

-98 +74

-58 +44

000 50

000 +57

000 +62

000 +67

000 +71

000 +75

000 +81

000 +83

000 +50

Demelerde Moment hesab: TS 500-2000 izelge 11.1

Art deerler aklk momentlerine, eksi deerler mesnet momentlerine ait deeridir.Burada italik yazlm saylar TS 500-2000 deerlerinin 1000 katdr.

Lp 2

knetdd 1000

1M =

Sayfa: 56

Lu : uzun kenarLk: ksa kenar.Lknet: ksa dorultuda net aklk.

(ok geni olmayan kirilerde Lknet Lk alnabilir)

Drt kenarndan kiri lere oturan demelerde saylar

k

u

L

Lm =

D

eme

tipl

eri

2

3

2

1

4

5

7

6 6

Prof. Dr. Ahmet TOPU, Betonarme I, Eskiehir Osmangazi niversitesi, 2010, http://mmf.ogu.edu.tr/atopcu 198

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