örnek betonarme proje

STANBUL TEKNK NVERSTES NAAT FAKLTES

BETONAR

O

Blm:

Betonarme

A

ME HASTANE PROJES

lca OLGUN

naat Mhendislii

Yaplar alma Gurubu

RALIK 2000


BETONARME YAPILAR ALIMA GRUBU 2000-2001 KI YARIYILI BETONARME II. DEV

No196097 Tarih: 20.10.2000 AdOlca Soyad..OLGUN

Proje Hesap Deerleri:

Zemin Emniyet Gerilmesi: 1,8 Deprem Blgesi: 1 Malzeme: DemelerBI DierleriBI / BS20 Oturtma Ahap at hd (Don Derinlii) 60 cm lx1= 4,6 m ly1= 4,6 m lx2= 4,6 m ly2= 3,05 m lx3= 4,6 m h= 4,6 m a=1,5 m

BLM I. at kat demesinde yalnzca yklerin hesaplanmas ile 1. kat demesinin statik ve betonarme hesabnn yaplmas.

D108

D101 D102 D103

D106 D107 D104

D105

1. Kiri Gvde Genilii Tayini:

Kiri gvde genilii minimum 250 mm alnabilir. (Afet Blgelerinde Yaplacak Yaplar Hakknda Ynetmelik.) Kiri gvde genilii 250 mm alnmtr. 2. Demenin alma ekli:

m= ll/ls U2 ise ift dorultuda akan deme. (TS 500)

D101 iin 4,60 / 4,60= 1 U2 ift Dorultuda alan Deme D102 iin 4,60 / 4,60= 1 U2 ift Dorultuda alan Deme D103 iin 4,60 / 4,60= 1 U2 ift Dorultuda alan Deme D106 iin 4,60 / 3,05= 1,51 U2 ift Dorultuda alan Deme D107 iin 4,60 / 3,05= 1,51 U2 ift Dorultuda alan Deme

3. Deme Kalnlnn Belirlenmesi:

3.1 Deme kalnlnn TS 500e gre Belirlenmesi

h

lsn

1520

m

1 s( )

4. ; h100 mm (Deprem Blgesinde) (TS500)

lsn ksa kenar dorultusunda serbest aklk s Srekli Kenarlarn Toplam Uzunluu / Deme Kenar Uzunluklar Toplam D101 iin;

; m=1 ; lsn=4600-250=4350 mm

s

4.6 4.6 4.64.6 4. s 0.75= ( )

h

4350

15201

10.75

4. h100,98 mm

Deme No s lsn m hD101 iin 0,75 4350 mm 1 101 mm D102 iin 0,75 4350 mm 1 101 mm D103 iin 0 4350 mm 1 124 mm D106 iin 1 2800 mm 1,51 74 mm D107 iin 0,39 2800 mm 1,51 89 mm 124 mm

3.2 Demede Sehim Kontrol

Boyutlar en byk deme (D101) alnarak sehim koulundan kalnlk hesab yaplacaktr. hf minhf = lyn ( 800 + 0.7 fyd ) / [ ( 36000+5000 m ( 1+p ) ] m=1,=1, lyn=4,35 m, fyd=191 N/mm2 hf = 88,29 mm

Deme kalnl 130 mm seilmitir.

4. Yklerin Belirlenmesi:

4.1 at Demesi:

Kiremit 0,5 =0,5 kN/m2Su zolasyonu 0,5x0,15 =0,075 kN/m2Ahap Kaplama + Dikme 0,5 =0,5 kN/m2Is zolasyonu 0,075 =0,075 kN/m2Betonarme Deme 0,13x25 =3,25 kN/m2Tavan Svas 0,02x20 =0,40 kN/m2

g =4,80 kN/m2 Kar Yk q =0,75 kN/m2 (TS 498 )

(stanbul iin) 4.2 Normal Deme:

Plastik Yer Karosu 0,025x22,0 =0,55 kN/m2Tesviye Harc 0,030x21,0 =0,63 kN/m2Betonarme Deme 0,13x25 =3,25 kN/m2Tavan Svas 0,020x20,0 =0,40 kN/m2

g =4,83 kN/m2 q=2,0 kN/m2 (TS 498) (Konut)

4.3 Dk Deme:

Karo Mozaik 0,015x2,0 =0,03 kN/m2Tesviye Harc 0,030x21,0 =0,63 kN/m2Cruf Kumu 0,2x10 =0,20 kN/m2Betonarme Deme 0,13x25 =3,25 kN/m2Tavan Svas 0,020x20,0 =0,40 kN/m2

g =4,31 kN/m2 q=2,0 kN/m2 (TS 498)

4.4 Balkon Demesi:

Karo mozaik 0,025x22,0 =0,55 kN/m2Har 0,010x20,0 =0,20 kN/m2ap 0,030x22,0 =0,66 kN/m2Betonarme Deme 0,13x25 =3,25 kN/m2Sva 0,020x20,0 =0,40 kN/m2

g =5,06 kN/m2 q =3,5 kN/m2 (TS 498 )

4.5 Parapet Yk:

Mermer Denizlik: 0,03x0,2x20 = 0,12 kN/m 0,9m Tula ( boluklu tulam duvar): 0,90x2,00 = 1,8 kN/m

g=1,92 kN/m

at Demesi: 1,4x4,80 + 1,6x0,75 = 7,920 kN/m2Normal Deme: 1,4x4,31+ 1,6x2,0 = 9,234 kN/m2Dk Deme: 1,4x5,03+ 1,6x2,0 = 10,242 kN/m2Balkon Demesi: 1,4x5,06 + 1,6x3,5 = 12,684 kN/m2Parapet Yk: 1,4x1,92 = 2,688 kN/m

5. Deme Statik Hesab:

5.1 Moment Hesab:

Normal Deme iin: Pd= 1,4g + 1,6q=9,234 kN/m2Dk deme in: Pd= 1,4g + 1,6q=10,242 kN/m2

Md= x Pd x lsn2 D 101 Demesi iin statik Hesap;

Srekli Kenar Says: 3 Uzun Kenar = Ksa Kenar = 4,60 m m= 4,6/4,6= 1

Veriler kullanlarak abaktan uzun ve ksa aklk iin 1, a , 3 deerleri okunur.

Uzun aklk iin; Ksa aklk iin; 1=0,041, a =0,031, 3 =0,021 1=0,041, a =0,031, 3 =0,021 Deerleri Okunmutur.

M1= 0,041x 9,234 x 4,62 = 8,011 kN m/m M1= 0,041x 9,234 x 4,62 = 8,011 kN m/m Ma= 0,031x 9,234 x 4,62 = 6,057 kN m/m Ma= 0,031x 9,234 x 4,62 = 6,057 kN m/m M2= 0,021x 9,234 x 4,62 = 4,10 kN m/m M2= 0,021x 9,234 x 4,62 = 4,10 kN m/m Deerleri Hesaplanmtr.

Ayn Hesap Yntemi Kullanlarak Aadaki Tablo Oluturulmutur: Not: Dk demede ve evresindeki demelerdeki deerleri, deme mesnette srekli aklkta sreksiz olarak dnlp max moment oluturacak ekilde hesaplanmtr. Table 1. Deme Aklk ve Mesmet Moment Deerleri

1 a 2 M 1 kN m/mM a

kN m/mM 2

kN m/m 2 a 3 M 1 kN m/m

M a kN m/m

M 2 kN m/m

D101 3--4 4,6 4,6 1,00 0,041 0,031 0,021 8,01 6,06 4,10 0,041 0,031 0,041 8,01 6,06 8,01D102 3--4 4,6 4,6 1,00 0,033 0,031 0,033 6,45 6,06 6,45 0,033 0,031 0,033 6,45 6,06 6,45D103 0--4 4,6 4,6 1,00 0,033 0,050 0,033 7,15 10,84 7,15 0,033 0,050 0,033 7,15 10,84 7,15D106 4--4 4,6 3,05 1,51 0,033 0,025 0,033 2,83 2,15 2,83 0,059 0,045 0,059 5,07 3,87 5,07D107 2--4 4,6 3,05 1,51 0,033 0,044 0,033 2,83 3,78 2,83 0,059 0,071 0,059 5,07 6,10 5,07

Deme Ad:

Sr. Kenar Says:

y-dorultusu (ksa aklk)x-dorultusu (uzun aklk)lx (m)

ly (m)

m ( lmax / lmi n )

5.2 Moment Dengelemesi:

Deme Numaralar: Mmin / Mmax D101 / D102 6,45 / 8,01 =0,81 7 0,8 Kesit byk momente gre donatlr. D102 / D106 5,07 / 6,45 =0,786 U 0,8 Moment dengelemesi yaplr. D106 / D107 2,83 / 2,83 =1 7 0,8 Kesit byk momente gre donatlr.

D102 / D106 iin moment dengelemesi;

M 2 Mmax Mmin3

. l2 280 Mmax 6.45

l1 435 Mmin 5.07

M1 Mmax Ml2

l1 l2. M2 Mmin M

l1l1 l2

.

M1 6.09=M2 5.63=

5.3 Balkon Demesi Moment Hesab:

Balkon konsol olarak dnlm ve moment aadaki gibi hesaplanmtr.

q=12,684 kN /m2 P=2,688 kN Mbalkon= 12,684 x 1,32752 / 2 + 2,688 x 1,325 = 14,738 kN /m

D108 / D101, D108 / D102 iin Mhesap= 14,738 kN /m

Moment Diyagramlar: x-dorultusunda:

y-dorultusunda:

6. Betonarme Hesap: ki dorultuda alan plak demelerde, donaty koruyan net beton rts en az 15 mm olmaldr. (TS 500) Beton rts kalnl 20 mm seilmitir. y-dorultusundaki donat; bu dorultudaki moment deeri x-dorultusundan byk kt iin alta konulacaktr.

6.1 Aklkta Hesap

h= 130 mm, d=110 mm ( y-dorultusunda ), d=100 mm ( x-dorultusu )

Minimum Donat Koulu: BI iin; Min (x + y)= 0,004 ( TS 500)

Min(Asx+Asy)= 0,004 x 1000 x (100+90) / 2= 380 mm2/m D106 demesi minimum donatya gre boyutlandrlmtr.

Maksimum Donat Aral: SU 1,5 h= 195 mm ( TS 500) SU 200 mm -ksa dorultuda - ( TS 500) SU 250 mm -uzun dorultuda- ( TS 500)

Donat Seimi -Aklk

SELEN DONATI Deme Dor. Md(kN m/m)

d (m)

Kx10-5(m2/kN)

ks -Abak (mm2/kN)

As (mm2/m) DZ PLYE

D 101 Y 6,06 0,11 199,7 5,43 299,14 8 / 300 (168 ) 8 / 300 (168 ) D 101 X 6,06 0,10 165,0 5,45 330,27 8 / 300 (168 ) 8 / 300 (168 ) D 102 Y 6,06 0,11 199,7 5,43 299,14 8 / 300 (168 ) 8 / 300 (168 ) D 102 X 6,06 0,10 165,0 5,45 330,27 8 / 300 (168 ) 8 / 300 (168 ) D 103 Y 10,84 0,11 111,6 5,51 542,99 8 / 150 (335 ) 8 / 150 (335 ) D 103 X 10,84 0,10 92,3 5,56 602,70 8 / 150 (335 ) 8 / 150 (335 ) D 106 Y 3,87 0,11 312,7 5,38 189,28 8 / 350 (144) 8 / 350 (144) D 106 X 2,15 0,10 465,1 5,35 115,03 8 / 350 (144 ) 8 / 350 (144 ) D 107 Y 6,10 0,11 198,4 5,42 300,56 8 / 300 (168) 8 / 300 (168) D 107 X 3,87 0,10 258,4 5,38 208,21 8 / 350 (144 ) 8 / 350 (144 )

6.2 Mesnette Hesap

Donat Seimi - Mesnet- d= 110 mm SELEN DONATI

Deme Md(kN m/m) Kx10-5

(m2/kN) ks -Abak (mm2/kN)

As (mm2/m) Mevcut Donat lave Donat

D 101 (sreksiz k. ) 4,100 295,1 5,38 200,53 8 / 300 (168 ) 8 / 350 (144 ) D 101 - D 102 8,011 151,0 5,46 397,64 8 / 300 + 8 / 300 (336) 8 / 350 (144 ) D 102 - D 103 6,450 187,6 5,42 317,81 8 / 300 (168 ) 8 / 300 (168 ) D 103 - D 102 7,150 169,2 5,44 353,60 8 / 150 (335 ) 8 / 350 (144 ) D 102 - D 106 6,090 198,7 5,42 300,07 8 / 300 + 8 / 350 (312) D 106 - D 102 5,630 214,9 5,42 277,41 8 / 300 + 8 / 350 (312) D 103 - D 107 7,150 169,2 5,44 353,60 8 / 150 (335 ) 8 /350 (144 ) D 107 - D 103 5,070 238,7 5,41 249,35 8 / 300 (168) 8 /350 (144 ) D 101 - D 104/105 8,011 151,0 5,46 397,64 8 / 300 (168 ) 8 / 220 (229 ) D 106 D 105 2,830 427,6 5,35 137,64 8 / 350 (144 ) D 106 D 107 2,830 427,6 5,35 137,64 8 / 350 + 8 / 350 (288 ) D 101 - Balkon 14,738 82,1 5,59 748,96 8 / 300 (168 ) 10/ 130 (604) D 102 - Balkon 14,738 82,1 5,59 748,96 8 / 300 (168 ) 10 / 130 (604) D 103 - Balkon 7,150 169,2 5,44 353,60 8 / 150 (335 ) 8/ 350 (144 ) Balkon - D 103 14,738 82,1 5,59 748,96 - 12/ 150 (754)

Balkon Datma Donats: As / 5= 748,96 / 5 =149,79 mm2/m Seilen Donat: 8 / 330 (153 mm2/ m)





Zemin Emniyet Gerilmesi: 1,8 Deprem Blgesi: 1 Malzeme: DemelerBI DierleriBI / BS20 Oturtma Ahap at hd (Don Derinlii) 60 cm lx1= 4,6 m ly1= 4,6 m lx2= 4,6 m ly2= 3,05 m lx3= 4,6 m h= 4,6 m a=1,5 m

BLM II.

erevenin boyutlandrlmas yaplacaktr. 1. Kattaki 3-3 ekseninin ereve kirii olarak statik hesab yaplacaktr. Statik hesaplar kat

erevesi olarak Cross yntemi ile yaplacak, elverisiz ykleme durumlarna gre eilme momenti (Md), kesme kuvveti (Vd) diyagramlar izilecektir.

1. Kolon Boyutu Tayini: Dikdrtgen kesitli kolonun en kk boyutu 250 mmden ve enkesit alan 75000 mm2 den az olmayacaktr. (Afet Blgelerinde Yaplacak Yaplar Hakkndaki Ynetmelik) Kolon Enkesit Alan Hesaplanrken aagdaki hususlara dikkat edilmi ve u kabuller yaplmtr: Kolon boyutlandrlmas yaplrken kolona ait komu demeye, kirilere ve kiriler zerine oturan duvarlara ait ykler

hesaplanarak herbir kolon iin Nd deerleri bulunmutur. Kolon enkesit alan TS 500 ve Afet Blgelerinde Yaplacak Yaplar Hakkndaki Ynetmelik tarafndan verilmi olan

aadaki formller kullanlarak bulunmutur:

(Afet Blgelerinde Yaplacak Yaplar Hakkndaki Ynetmelik)

Ac

Nd0.5 fc

(TS 500)

Ac

Ndfci

fci 0.85 fcd fyd+:=

Kolon iin enkesit alan hesab yaplrken,

ki dorultuda sreksiz kirilere oturan kolonlar 1,4 Tek dorultuda sreksiz kirilere oturan kolonlar 1,6 Her iki dorultuda srekli kirie oturan kolonlar 1,3 katsaylar ile arplarak

oyutlandrlmlardr. Kolon boyutlar belirlenmi olup kolonlar aadaki gibi simetrik olarak sisteme aktarlmtr.

1 2 3

A

B

2. Kiri Yklerinin Belirlenmesi:

B107, B129 Kirilerine gelen ykler;

Sabit HareketliKiri kendi arl: 2,94 kN/m 0,00 kN/mKiri sva arl: 0,48 kN/m 0,00 kN/mDuvar yk: 7,20 kN/m 0,00 kN/m1. Demeden gelen yk: 7,41 kN/m 3,07 kN/m2. Demeden gelen yk: 6,61 kN/m 3,07 kN/m

24,63 kN/m 6,13 kN/m B110 Kiriine gelen ykler;

Sabit HareketliKiri kendi arl: 2,94 kN/m 0,00 kN/mKiri sva arl: 0,48 kN/m 0,00 kN/mDuvar yk: 7,20 kN/m 0,00 kN/m1. Demeden gelen yk: 4,91 kN/m 2,03 kN/m2. Demeden gelen yk: 4,91 kN/m 2,03 kN/m

20,44 kN/m 4,07 kN/m

3. Kolon - Kiri Atalet Momentleri Hesab:

Kolon Atalet Momentleri;

C 102 0,25x0,353 /12 =8,93.10-4 m4C 108 0,35x0,253 /12 =4,56.10-4 m4C 114 0,35x0,253 /12 =4,56.10-4 m4C 120 0,25x0,353 /12 =8,93.10-4 m4

C 002 0,25x0,503 /12 =2,6.10-3 m4C 008 0,50x0,253 /12 =5,86.10-4 m4C 014 0,50x0,253 /12 =5,86.10-4 m4C 020 0,25x0,503 /12 =2,6.10-3 m4

Kiri Atalet Momentleri;

B 118 Kirii: b= bw + lp /5 (TS 500) b= bw + 0,6x l/5 b= 0,25 + 0,6 x 3,05 / 5= 0,616 m b< bw + 12.hf = 0,25 + 12. 0,13= 1,18 m

e 0.616 0.13. 0.535. 0.47 0.25. 0.235.0.616 0.13. 0.47 0.25.

e 0.357=I 0.616 0.13

3.12

0.616 0.13. 0.535 e( )2. 0.473 0.25.12

0.47 0.25. e 0.235( )2.

I 6.562 10 3=

B 107,B 129 Kirileri: b= bw + lp /5 (TS 500) b= bw + 0,6x l/5 b= 0,25 + 0,6 x 3,05 / 5= 0,616 m

b< bw + 12.hf = 0,25 + 12. 0,13= 1,18 m C 108 I=4,56.10-4 = I kabul edilirse,

e2 0.3 0.13. 0.535. 0.3 0.13. 0.535 0.2( ). 0.25 0.6. 0.3.

2 0.3. 0.13. 0.6 0.25.e2 0.346=

I2 2 0.3 0.133.

12. 0.3 0.13. 0.535 e2( )2. 0.3 0.13. e2 0.335( )2. 0.25 0.6

3.12

0.25 0.6. e2 0.3( )2.

I2 6.325 10 3=

C 102 1,96 I C 108 I C 114 I C 120 1,96 I

C 002 4,52 I C 008 1,28 I C 014 1,28 I C 020 4,52 I

B 118 14,39 I B 107 13,87 I B 129 13,87 I Olarak Hesaplanr.

4. Cross Yntemi le zm:

4.1 I. Elverisiz Ykleme Durumu:

Cross Yntemi ile Hesap Yaplrsa;

Dm Noktas ubuk MiI / EI rij Ankastrelik Moment 1-3 2,61 0,1261 1-4 6,03 0,2913 1 1-2 12,06 0,5826

1,2= pl2/12= 78,10 2-1 12,06 0,4914 2-5 1,33 0,0542 2-6 1,71 0,0697

2

2-2 9,44 0,3847

2,1 =-78,10

22=27,23

1-3 1-4 1-2 2-1 2-5 2-6 2-2'0,1261 0,2913 0,5826 0,4914 0,0542 0,0697 0,3847

78,10 -78,10 27,23-9,85 -22,75 -45,50 -22,75

18,09 36,18 3,99 5,13 28,32-2,28 -5,27 -10,54 -5,27

1,29 2,59 0,29 0,37 2,03-0,16 -0,38 -0,75 -0,38

0,09 0,19 0,02 0,03 0,15-0,01 -0,03 -0,05 -0,03

0,01 0,01 0,00 0,00 0,010,00 0,00 0,00 -67,56 4,30 5,53 57,73

-12,31 -28,43 40,73





Zemin Emniyet Gerilmesi: 1,8 Zemin Tr: Z3 Deprem Blgesi: 1 Malzeme: DemelerBI DierleriBI / BS20 Oturtma Ahap at hd (Don Derinlii) 60 cm lx1= 4,6 m ly1= 4,6 m lx2= 4,6 m ly2= 3,05 m lx3= 4,6 m h= 4,6 m a=1,5 m

BLM III.

y-y dorultusu boyunca etkiyen ve her kata gelen deprem kuvvetleri Muto yntemi ile

hesaplanarak 1. Kattaki 3-3 Ekseni erevesi iin M,V,N diyagramlar elde edilecektir. 1. Kattaki 3-3 ekseni erevesinin dey ve yatay yk etkilerinin sperpozisyonu yaplacaktr.

2. M-V-N Diyagramnn izilmesi:

wI kat arlklar ise, wI = gI + n qI forml ile bulunacaktr. N olarak belirtilen hareketli yk katlm katsays konut tipi binalarda 0.3 olarak alnr. Bina Toplam arl

Kat Dorultu Kolon gi qi wi

A1 2,59 25,39 3,97A2 2,59 50,78 7,94A3 2,59 50,78 7,94B1 2,59 42,23 6,60B2 2,59 84,46 13,2B3 2,59 84,46 13,2

4 x 1414,56 211,40

A1 5,18 113,91 22,66A2 5,18 190,16 45,31A3 5,18 187,41 45,31B1 5,18 128,97 17,60B2 5,18 174,4 35,19B3 5,18 167,13 35,19

4 x 3972,12 805,04

A1 5,61 113,91 22,66A2 8,20 190,16 45,31A3 8,20 187,41 45,31B1 5,61 128,97 17,60B2 6,90 174,4 35,19B3 6,90 167,13 35,19

4 x 4013,57 805,04

Normal Kat (1) 4255,08

at Kat 1477,98

Normal Kat (3-2) 4213,63

Spektral vme Katsays

A(T1)=A0 x I x S(T1) Z3 Grubu zemin iin spektrum karakteristik peryotlar: Ta=0.15s , Tb=0.6s bulunmutur. T1= 0,774s Ta < Tb < T1 olduundan S(T) = 2.5 (TB / T )0.8 =2,5( 0,6 / 0,774)0,8= 2,039 bulunur. I (Bina nem Katsays): 1 A0 (Etkin Yer vme Katsays): 0.4 A(T1)=0.4 x 1 x 2.039= 0,816 bulunur.

Deprem Yk Azaltma Katsays Ra(T1)=R=8 alnmtr. Vt = W x A(T1) / Ra(T1) 0.10 Ao I W Vt = 14160,32 x 0,816 x 1/8= 1443,81 kN 0.1 x 0.4 x 1 x 14160,32=566,41 kN

Katlara Etkiyen Tasarm Deprem Yk wI HI Hn 25m; FI = (Vt FN) -------------------- forml ile belirlenecektir. (FN=0) N (wj Hj) j = 1

Kat Wi Hi Wi x Hi Fiat 1477,98 12 17735,76 273,27 kN

3 4213,63 9 37922,67 584,31 kN2 4213,63 6 25281,78 389,54 kN1 4255,08 3 12765,24 196,69 kN

1.1 Kolon-Kiri Atalet Momenti Rijitlikleri: Kolon Rijitlikleri: 3-3 KEST 2-2 KEST

Kolon Atalet Mom. L (m) k (m3)C002 / C020 2,60E-03 3,00 8,67E-04C008 / C014 5,86E-04 3,00 1,95E-04C102 / C120 8,93E-04 3,00 2,98E-04C108 / C114 4,56E-04 3,00 1,52E-04C202 / C302 5,63E-04 3,00 1,88E-04C208 / C308 3,91E-04 3,00 1,30E-04C214 / C314 3,91E-04 3,00 1,30E-04C220 / C320 5,63E-04 3,00 1,88E-04


1-1 KEST


Kiri Rijitlikleri:

Kiri Atalet Mom. L (m) k (m3)=1,2,3 iin; /B05 / B06 /B07 / B27 /B28 / B29

6,33E-03 4,6 1,38E-03

=1,2,3 iin; /B16 / B17

/ B186,56E-03 3,05 2,15E-03

M-V-N Diyagramlar:

M Diyagram:

V Diyagram:

76,04 kN.m

48,81 kN.m

234,81 kN.m

73,81 kN.m

60,39 kN.m 64,46 kN.m

64,46 kN.m

95,87 kN.m

95,87 kN.m

138,94 kN

236,57 kN.m

49,86 kN

61,65 kN

44,73 kN 125,17 kN

42,97 kN 63,91 kN

N Diyagram:

-7,01 kN

-5,68 kN

132,56 kN

70,910 kN

3. Sperpozisyonlar: Moment Sperpozisyonlar:

M(1,4g+1,6q) Mdepremst 5,77 95,87 99,85 -91,89alt -11,73 95,87 87,78 -103,96st -2,12 64,46 63,00 -65,92alt 4,33 64,46 67,45 -61,47st 32,28 138,94 161,20 -116,68alt -14,82 236,57 226,35 -246,79st -5,62 60,39 56,51 -64,27alt 2,78 73,81 75,73 -71,89

C008

Kolon M(1,4g+1,6q) / 1,45 +- Mdeprem

C102

C108

C002

Kesme Kuvveti Sperpozisyonu

Kolon V(1,4g+1,6q) VdepremC102 -5,83 63,91 59,89 -67,93C108 2,15 42,97 44,45 -41,49C002 15,67 125,17 135,98 -114,36C008 2,8 44,73 46,66 -42,80

V(1,4g+1,6q) / 1,45 +- Vdeprem

Normal Kuvvet Sperpozisyonu

Kolon N(1,4g+1,6q) NdepremC002 1144,32 70,91 860,10 718,28C008 1073,44 5,68 745,98 734,62C102 801,00 132,56 684,97 419,85C108 774,70 7,01 541,29 527,27

N(1,4g+1,6q) / 1,45 +- Ndeprem

Kat Kolon Adet kc k1 k2 k3 k4 k' a Di Di / D Vkolon V y0 Mst MaltC300 4 1,88E-04 1,38E-03 1,38E-03 7,34 0,78588 1,48E-04 0,046 273,27 12,52 t 0,45 m 20,65 16,90C306 4 1,30E-04 1,38E-03 2,15E-03 1,38E-03 2,15E-03 27,15 0,9314 1,21E-04 0,038 273,27 10,26 t 0,45 m 16,92 13,85C301 4 1,88E-04 1,38E-03 1,38E-03 7,34 0,78588 1,48E-04 0,046 273,27 12,52 t 0,45 m 20,65 16,90C307 4 1,30E-04 1,38E-03 2,15E-03 1,38E-03 2,15E-03 27,15 0,9314 1,21E-04 0,038 273,27 10,26 t 0,45 m 16,92 13,85C302 4 1,88E-04 1,38E-03 1,38E-03 7,34 0,78588 1,48E-04 0,046 273,27 12,52 t 0,45 m 20,65 16,90C308 4 1,30E-04 1,38E-03 2,15E-03 1,38E-03 2,15E-03 27,15 0,9314 1,21E-04 0,038 273,27 10,26 t 0,45 m 16,92 13,85C200 4 1,88E-04 1,38E-03 1,38E-03 7,34 0,78588 1,48E-04 0,046 857,58 39,28 t 0,50 m 58,91 58,91C206 4 1,30E-04 1,38E-03 2,15E-03 1,38E-03 2,15E-03 27,15 0,9314 1,21E-04 0,038 857,58 32,19 t 0,50 m 48,28 48,28C201 4 1,88E-04 1,38E-03 1,38E-03 7,34 0,78588 1,48E-04 0,046 857,58 39,28 t 0,50 m 58,91 58,91C207 4 1,30E-04 1,38E-03 2,15E-03 1,38E-03 2,15E-03 27,15 0,9314 1,21E-04 0,038 857,58 32,19 t 0,50 m 48,28 48,28C202 4 1,88E-04 1,38E-03 1,38E-03 7,34 0,78588 1,48E-04 0,046 857,58 39,28 t 0,50 m 58,91 58,91C208 4 1,30E-04 1,38E-03 2,15E-03 1,38E-03 2,15E-03 27,15 0,9314 1,21E-04 0,038 857,58 32,19 t 0,50 m 48,28 48,28C100 4 1,88E-04 1,38E-03 1,38E-03 7,34 0,78588 1,48E-04 0,036 1247,12 45,37 t 0,50 m 68,06 68,06C106 4 1,52E-04 1,38E-03 2,15E-03 1,38E-03 2,15E-03 23,22 0,92071 1,40E-04 0,034 1247,12 42,98 t 0,50 m 64,46 64,46C101 4 1,52E-04 1,38E-03 1,38E-03 9,08 0,81948 1,25E-04 0,031 1247,12 38,25 t 0,50 m 57,38 57,38C107 4 2,98E-04 1,38E-03 2,15E-03 1,38E-03 2,15E-03 11,85 0,85555 2,55E-04 0,063 1247,12 78,29 t 0,50 m 117,44 117,44C102 4 2,98E-04 1,38E-03 1,38E-03 4,63 0,69838 2,08E-04 0,051 1247,12 63,91 t 0,50 m 95,87 95,87C108 4 1,52E-04 1,38E-03 2,15E-03 1,38E-03 2,15E-03 23,22 0,92071 1,40E-04 0,034 1247,12 42,98 t 0,50 m 64,46 64,46C000 4 2,98E-04 1,38E-03 4,63 0,77379 2,31E-04 0,040 1443,81 57,16 t 0,55 m 77,17 94,32C006 4 1,52E-04 1,38E-03 2,15E-03 23,22 0,94053 1,43E-04 0,025 1443,81 35,44 t 0,55 m 47,84 58,48C001 4 1,52E-04 1,38E-03 9,08 0,86461 1,31E-04 0,023 1443,81 32,58 t 0,55 m 43,98 53,76C007 4 2,98E-04 1,38E-03 2,15E-03 11,85 0,89166 2,66E-04 0,046 1443,81 65,87 t 0,55 m 88,93 108,69C002 4 8,67E-04 1,38E-03 1,59 0,58237 5,05E-04 0,087 1443,81 125,17 t 0,63 m 138,94 236,57C008 4 1,95E-04 1,38E-03 2,15E-03 18,10 0,92538 1,80E-04 0,031 1443,81 44,73 t 0,55 m 60,39 73,81

3

2

1

Z

1. Greli Kat telemeleri Ve Kontrol:

d4 273,27 x 3 / (12 x 28,5e6 x 3,23e-3) 0,00223 d4 / h4 0,00074 < 0,02.R Salyord3 857,58 x 32 / (12 x 28,5e6 x 3,23e-3) 0,00699 d3 / h3 0,00233 < 0,02.R Salyord2 1247,12 x 32 / (12 x 28,5e6 x 4,06e-3) 0,00808 d2 / h2 0,00269 > 0,02.R Salamyor (hmal)d1 1443,8 x 32 / (12 x 28,5e6 x 5,82e-3) 0,00653 d1 / h1 0,00218 < 0,02.R Salyor

2

Kiri Sperpozisyonu

M(1,4g+1,6q) Mdeprem T(1,4g+1,6q) TdepremMesnet -43,92 234,81 204,52 -265,10 -97,73 61,65 -5,75 -203,36Aklk 63,7 0 43,93 43,93 0 61,65 61,65 -61,65Mesnet -65,35 48,81 3,74 -93,88 106,63 61,65 135,19 92,96Mesnet -56,16 76,04 37,31 -114,77 -53,57 49,86 12,92 -127,54Aklk -20,4 0 -14,07 -14,07 0 49,86 49,86 -49,86Mesnet -56,16 76,04 37,31 -114,77 53,57 49,86 86,80 27,82

T(1,4g+1,6q) / 1,45 +- Tdeprem

B

1

1

8

Moment Kiri No M(1,4g+1,6q) / 1,45 +- Mdeprem

B

1

0

7

Kesme Kuvveti





Zemin Emniyet Gerilmesi: 1,8 Zemin Tr: Z3 Deprem Blgesi: 1 Malzeme: DemelerBI DierleriBI / BS20 Oturtma Ahap at hd (Don Derinlii) 60 cm lx1= 4,6 m ly1= 4,6 m lx2= 4,6 m ly2= 3,05 m lx3= 4,6 m h= 4,6 m a=1,5 m

BLM IV.

1. Katta 3-3 ekseni erevesinin betonarme hesab yaplacak ve donat krokisi izilecektir.

1. Kat Kolonlar Boyut Kontrol

Kat Kolon No Nd 0,5.fck.AcC102 801 < 875,00C108 774,7 < 875,00C002 1144,32 < 1250,00C008 1073,44 < 1125,00

1. Kat

Zemin Kat

Kolon boyutu ile ilgili yaplan kontroller koullar salamaktadr.

2. Kirilerin Betonarme Hesab Mesnet Moment Dzeltmeleri Ve Aklk Momenti Deerleri:

MomentMe

DzeltilmiKesme Kuvveti a

M(g+q) Dzeltilmi

Mg+q+e Mg+q-e

Mesnet + 188,95Mesnet - -229,62Aklk 63,70 63,70Mesnet + 12,71Mesnet - -79,61Mesnet + 27,41Mesnet - -99,73Aklk 20,40 -20,40Mesnet + 33,91Mesnet - -105,71

0,50

0,50

0,25

0,25

43,92

65,35

56,16

56,16 69,81

44,79

49,18

209,29

101,08

B11

8B

107

Kiri No:

-20,33

-33,45

-36,16

-35,90

86,62

46,16

63,57

AIKLIKTA HESAP :

3 16 (603 mm2)mm2As 601.239=Seilen Donat:As max As1 As_min,( ):=

As_min 596.859=As_min 0.8fyd

bw d 106:=;As1 601.239=As1 ks Md

:=

Dikdrtgenkesit hesab yapulr .hf 0.13=K 3.142 10 3=K b d

2M

:=ks 5.38:=

bw 0.25:=M 63.70:=

fyd 191:=d 0.57:=h 0.6:=Malzeme: BS20 / BI

hf 0.13:=Kiri No:......B107

b 0.616:=

3 16 (603 mm2)mm2As 596.859=Seilen Donat:As max As1 As_min,( ):=

As_min 596.859=As_min 0.8fyd

bw d 106:=;As1 191.474=As1 ks Md

:=

bulunur.ks 5.35:=Abaktan baklarak--->K 3.982 10 3=K bw d2

M:=

bw 0.25=M 20.40:=

d 0.57= fyd 191:=h 0.6=Malzeme: BS20 / BI

hf 0.13= Kiri No:......B118

b 0.616=

MESNETTE HESAP :

3 16 (603 mm2)As 1.83 103= mm2Ek: 4 20 (1257 mm2)

Negaitif Moment Hali:b 0.616=

hf 0.13= M 229.62:=

h 0.6= d 0.57=

bw 0.25=

Kbw d2

M:= K 3.537 10 4= Abaktan baklarak---> ks 5.36:= bulunur.

As1 ksMd

:= As1 2.159 103= ; As_min 0.8fyd

bw d 106:= As_min 596.859=

As max As1 As_min,( ):= Seilen Donat:

As 2.159 103= mm2 Mevcut: 2 10 (157 mm2)Ek: 5 24 (2262 mm2)

Pozitif Moment Hali:b 0.616:=

Kiri No:......B107hf 0.13:= Mesnet:........Sol

Malzeme: BS20 / BIh 0.6:= d 0.57:= fyd 191:=

M 188.95:=bw 0.25:=

ks 5.52:=K

b d2M

:= K 1.059 10 3= Abaktan baklarak---> bulunur.kx 0.145:=

x kx d:= x 0.083= < hf 0.13= Dikdrtgenkesit hesab yapulr .

As1 ksMd

:= As1 1.83 103= ; As_min 0.8fyd

bw d 106:= As_min 596.859=Seilen Donat:

As max As1 As_min,( ):=Mevcut:

3 16 + 2 10 (760 mm2)As 596.859= mm2Ek: -YOK

Negaitif Moment Hali:b 0.616=

hf 0.13= M 105.71:=

h 0.6= d 0.57=

bw 0.25=

Kbw d2

M:= K 7.684 10 4= Abaktan baklarak---> ks 5.61:= bulunur.

As1 ksMd

:= As1 1.04 103= ; As_min 0.8fyd

bw d 106:= As_min 596.859=

As max As1 As_min,( ):= Seilen Donat:

As 1.04 103= mm2 Mevcut: 3 16 + 2 10 (760 mm2)Ek: 2 14 (308 mm2)

Pozitif Moment Hali:b 0.616:=

Kiri No:......B107-B118hf 0.13:= Mesnet:........Sa-Sol

Malzeme: BS20 / BIh 0.6:= d 0.57:= fyd 191:=

M 33.91:=bw 0.25:=

ks 5.33:=K

b d2M

:= K 5.902 10 3= Abaktan baklarak---> bulunur.kx 0.057:=

x kx d:= x 0.032= < hf 0.13= Dikdrtgenkesit hesab yapulr .

As1 ksMd

:= As1 317.088= ; As_min 0.8fyd

bw d 106:= As_min 596.859=Seilen Donat:

As max As1 As_min,( ):=Mevcut:

Donat Seimi:

Alt st Mevcut Ek Mevcut Ek

316 420 210 524 Sol Sa Sol

316+210 316+210 214 Sa

Kiri No

Mesnet

Seilen DonatDonat Alan

Gerek Donat Alan

Aklk

B107 601,24 316 210

B118 596,86 210 316 603

Pozitif Moment Negatif Moment

316+210316+210 214603

Kirilerin Tama Gc Hesab

jstjalt st Alt

0,838 220,69 kN0,947 191,77 kN0,982 114,18 kN0,980 81,09 kN0,982 114,18 kN0,980 81,09 kN

Orta 1068 760

B118 1068 760

Seilen Donat AlanMr= fyd x As x z x jKiri No

B107 2419 1860

Kirilerde Kayma Hesab: B107 in Hesap:

10 / 9 Etriye Seilmitir.

10 Etriye Seilirse, Asw 0.79:=

Vw Ve:=

s2Asw d fywd

Vw:= s 8.536= Bulunur.

Etriye Aral Kontrol:

if s604

< "OK", "NOT OK ! ", "OK"=

if s 15 "OK", "NOT OK !",( ) "OK"=if s 8 1.4 "OK", "NOT OK !",( ) "OK"=

Kiri Orta Blgesinde Kontrol:s 2s:= s 17.072=if s 0.5d "OK", "NOT OK !",( ) "OK"=

if s 30 "OK", "NOT OK !",( ) "OK"=

Etriye Oran Kontrol:

w_min 0.3 fctdfywd

:= w_min 1.571 10 3= w 4Asws bw:= w 7.404 10

3=

if w w_min> "ETRIYE UYGUNDUR", "ETRIYE UYGUN DEGILDIR ! ",( ) "ETRIYE UYGUNDUR"=

fcd 1.3:= fctd 0.1:= Vdy 73.54:= fywd 19.1:=bw 25:= d 57:= Vd 203.36:=

Ve 73.54251.97 168.54+( ) 1.4

4.6+:= Ve 201.521=

0.22 fcd bw d 407.55=kontrol1 if Ve 0.22 fcd bw d< "OK", "NOT OK !",( ):=

Vcr 0.65 fctd bw d:= Vcr 92.625= kontrol1 "OK"=

Ve 201.521= Vcr 92.625=kontrol2 if Ve Vcr> "KAYMA HESABI GEREKLI", "KAYMA HESABI GEREKSIZ",( ):=kontrol2 "KAYMA HESABI GEREKLI"=

Vc if Ve Vdy( ) 0.5 Vd< 0.8 Vcr, 0,[ ]:= Vc 0=

B118 in Hesap:

10 / 9 Etriye Seilmitir.

10 Etriye Seilirse, Asw 0.79:=

Vw Ve:=

s2Asw d fywd

Vw:= s 9.04= Bulunur.

Etriye Aral Kontrol:

if s604

< "OK", "NOT OK ! ", "OK"=

if s 15 "OK", "NOT OK !",( ) "OK"=if s 8 1.4 "OK", "NOT OK !",( ) "OK"=

Kiri Orta Blgesinde Kontrol:s 2s:= s 18.08=if s 0.5d "OK", "NOT OK !",( ) "OK"=

if s 30 "OK", "NOT OK !",( ) "OK"=

Etriye Oran Kontrol:

w_min 0.3 fctdfywd

:= w_min 1.571 10 3= w 4Asws bw:= w 6.991 10

3=

if w w_min> "ETRIYE UYGUNDUR", "ETRIYE UYGUN DEGILDIR ! ",( ) "ETRIYE UYGUNDUR"=

fcd 1.3:= fctd 0.1:= Vdy 36.94:= fywd 19.1:=bw 25:= d 57:= Vd 127.54:=

Ve Vdy168.54 165.52+( ) 1.4

3.05+:= Ve 190.279=

0.22 fcd bw d 407.55=kontrol1 if Ve 0.22 fcd bw d< "OK", "NOT OK !",( ):=

Vcr 0.65 fctd bw d:= Vcr 92.625= kontrol1 "OK"=

Ve 190.279= Vcr 92.625=kontrol2 if Ve Vcr> "KAYMA HESABI GEREKLI", "KAYMA HESABI GEREKSIZ",( ):=kontrol2 "KAYMA HESABI GEREKLI"=

Vc if Ve Vdy( ) 0.5 Vd< 0.8 Vcr, 0,[ ]:= Vc 0=

3. Kolonlarn Betonarme Hesab C002 Kolonu in Hesap:

As1 12.5=nd Ndb h fcd 10:= nd 0.704=

Deprem -y- Ynnde Etkiyor:Mdx2

Mdx1.45

:= Mdy2 Mdx2 Mey+:=Nd2

Nd1.45

Ne+:= Nd2 860.096=Mdx2 10.221= Mdy2 483.361=

exMdx2Nd2

100:= ex 1.188=

eyMdy2Nd2

100:= ey 56.198=ey if ey 0.1 h< 0.001 h, ey 0.01,( ):= ey 0.562=ex if ex 0.1 b< 0.001 b, ex 0.01,( ):= ex 0.025=

Mdx2 Nd2 ex:= Mdx2 21.502=Mdy2 Nd2 ey:= Mdy2 483.361=

mdxMdx2

b2 h fcd103:= mdx 0.053= w 0.4:=

As2 if w 0.1 b h 0.01, w b hk

,:=mdy Mdy2

b h2 fcd103:= mdy 0.595=

ndNd2

b h fcd 10:= nd 0.529= As2 34.031=

Mdx 14.82:= Nd 1144.32:= fyd 191:=Ne 70.91:=Mdy Mdx:= fcd 13:=h 50:=Mex 236.57:=

kfydfcd

:= k 14.692=b 25:=Mey

hb

Mex:=

Depremsiz Durum:

exMdxNd

100:= ex 1.295=ey ex:= ey 1.295=ey if ey 0.1 h< 0.001 h, ey 0.01,( ):= ey 0.05=ex if ex 0.1 b< 0.001 b, ex 0.01,( ):= ex 0.025=

Mdx1 Nd ex:= Mdx1 28.608=Mdy1 Nd ey:= Mdy1 57.216=

mdxMdx1

b2 h fcd103:= mdx 0.07= w 0.1:=

As1 if w 0.1 b h 0.01, w b hk

,:=mdy Mdy1

b h2 fcd103:= mdy 0.07=

Maximum Donat Alan:As max As1 As2, As3,( ):=As 34.031=

Gvde Donats: Ke Donats:

AsgAs4

:= Ask 3 As4

:=

Asg 8.508= Ask 25.524=Seilen Donat: 224 Seilen Donat: 430Gerek Donat Alan: As 37.32:=Ac h b:=Ac 1.25 103= As

Ac:= 0.03=

if 0.03< "KOLON BOYUTU YETERLI", "KOLON BOYUTU YETERSIZ",( ) "KOLON BOYUTU YETERLI"=Tama Gc::

nd 0.529= mr 0.36:= Abaktan ,w Asb h

fydfcd

:=w 0.439= Mr mr fcd b h2 10 3:= Mr 292.5=

Deprem -x- Ynnde Etkiyor:Mdx3

Mdx1.45

Mex+:= Mdy3 Mdx1.45

:=Nd3

Nd1.45

Ne+:= Nd2 860.096=Mdx3 246.791= Mdy3 10.221=

exMdx3Nd3

100:= ex 28.693=

eyMdy3Nd3



mdxMdx3

b2 h fcd103:= mdx 0.607= w 0.38:=

As3 if w 0.1 b h 0.01, w b hk

,:=mdy Mdy3

b h2 fcd103:= mdy 0.053=

ndNd3

b h fcd 10:= nd 0.529= As3 32.33=

C008 Kolonu in Hesap:

As1 11.25=nd Ndb h fcd 10:= nd 0.734=


Mdx1.45


Nd1.45

Ne+:= Nd2 745.983=Mdx2 1.917= Mdy2 42.923=

exMdx2Nd2

100:= ex 0.257=

eyMdy2Nd2



mdxMdx2

b2 h fcd103:= mdx 0.051= w 0.1:=

As2 if w 0.1 b h 0.01, w b hk

,:=mdy Mdy2

b h2 fcd103:= mdy 0.117=

ndNd2

b h fcd 10:= nd 0.51= As2 11.25=


kfydfcd

:= k 14.692=b 45:=Mey

hb

Mex:=

Depremsiz Durum:

exMdxNd



mdxMdx1

b2 h fcd103:= mdx 0.073= w 0.1:=

As1 if w 0.1 b h 0.01, w b hk

,:=mdy Mdy1

b h2 fcd103:= mdy 0.073=



AsgAs4

:= Ask 3 As4

:=

Asg 2.813= Ask 8.438=Seilen Donat: 214 Seilen Donat: 418Gerek Donat Alan: As 13.26:=Ac h b:=Ac 1.125 103= As

Ac:= 0.012=



fydfcd

:=w 0.173= Mr mr fcd b h2 10 3:= Mr 73.125=


Mdx1.45

Mex+:= Mdy3 Mdx1.45

:=Nd3

Nd1.45

Ne+:= Nd2 745.983=Mdx3 75.727= Mdy3 1.917=

exMdx3Nd3

100:= ex 10.151=

eyMdy3Nd3



mdxMdx3

b2 h fcd103:= mdx 0.115= w 0.1:=

As3 if w 0.1 b h 0.01, w b hk

,:=mdy Mdy3

b h2 fcd103:= mdy 0.051=

ndNd3

b h fcd 10:= nd 0.51= As3 11.25=


As1 8.75=nd Ndb h fcd 10:= nd 0.704=


Mdx1.45


Nd1.45

Ne+:= Nd2 684.974=Mdx2 8.09= Mdy2 142.308=

exMdx2Nd2

100:= ex 1.181=

eyMdy2Nd2



mdxMdx2

b2 h fcd103:= mdx 0.06= w 0.34:=

As2 if w 0.1 b h 0.01, w b hk

,:=mdy Mdy2

b h2 fcd103:= mdy 0.357=

ndNd2

b h fcd 10:= nd 0.602= As2 20.249=


kfydfcd

:= k 14.692=b 25:=Mey

hb

Mex:=

Depremsiz Durum:

exMdxNd



mdxMdx1

b2 h fcd103:= mdx 0.07= w 0.1:=

As1 if w 0.1 b h 0.01, w b hk

,:=mdy Mdy1

b h2 fcd103:= mdy 0.07=



AsgAs4

:= Ask 3 As4

:=

Asg 5.062= Ask 15.187=Seilen Donat: 218 Seilen Donat: 422Gerek Donat Alan: As 20.3:=Ac h b:=Ac 875= As

Ac:= 0.023=



fydfcd

:=w 0.341= Mr mr fcd b h2 10 3:= Mr 103.513=


Mdx1.45

Mex+:= Mdy3 Mdx1.45

:=Nd3

Nd1.45

Ne+:= Nd2 684.974=Mdx3 103.96= Mdy3 8.09=

exMdx3Nd3

100:= ex 15.177=

eyMdy3Nd3



mdxMdx3

b2 h fcd103:= mdx 0.366= w 0.33:=

As3 if w 0.1 b h 0.01, w b hk

,:=mdy Mdy3

b h2 fcd103:= mdy 0.06=

ndNd3

b h fcd 10:= nd 0.602= As3 19.653=


As1 8.75=nd Ndb h fcd 10:= nd 0.681=


Mdx1.45


Nd1.45

Ne+:= Nd2 541.286=Mdx2 2.986= Mdy2 49.029=

exMdx2Nd2

100:= ex 0.552=

eyMdy2Nd2



mdxMdx2

b2 h fcd103:= mdx 0.048= w 0.25:=

As2 if w 0.1 b h 0.01, w b hk

,:=mdy Mdy2

b h2 fcd103:= mdy 0.172=

ndNd2

b h fcd 10:= nd 0.476= As2 14.889=


kfydfcd

:= k 14.692=b 35:=Mey

hb

Mex:=

Depremsiz Durum:

exMdxNd



mdxMdx1

b2 h fcd103:= mdx 0.068= w 0.1:=

As1 if w 0.1 b h 0.01, w b hk

,:=mdy Mdy1

b h2 fcd103:= mdy 0.068=



AsgAs4

:= Ask 3 As4

:=

Asg 4.169= Ask 12.507=Seilen Donat: 218 Seilen Donat: 420Gerek Donat Alan: As 17.66:=Ac h b:=Ac 875= As

Ac:= 0.02=



fydfcd

:=w 0.297= Mr mr fcd b h2 10 3:= Mr 130.813=


Mdx1.45

Mex+:= Mdy3 Mdx1.45

:=Nd3

Nd1.45

Ne+:= Nd2 541.286=Mdx3 67.446= Mdy3 2.986=

exMdx3Nd3

100:= ex 12.46=

eyMdy3Nd3



mdxMdx3

b2 h fcd103:= mdx 0.169= w 0.28:=

As3 if w 0.1 b h 0.01, w b hk

,:=mdy Mdy3

b h2 fcd103:= mdy 0.048=

ndNd3

b h fcd 10:= nd 0.476= As3 16.675=

103.513 292.5+220.69

1.794=

Kolonlarn Kirilerden Daha Gl Olmas art:

130.813 73.125+114.18 81.39+ 1.043=

1. Kenar dm noktas 1,2 SALIYOR in >

in 0.05 b h 25 10 3 156.25= --->> Vc 0 Alnabilir.

Vc 0.8 0.65 fctd bw d( ):= Vc 74.1=Etriyenin Kolon Sarlma Blgesinde Tayabilecei Kesme Kuvveti:

Sc minb3

-A

100,:= Sc 80:= Seilir.

Ash1 0.3 Sc b 30( ) b hb 30( ) h 30( ) 1

fckfyk

:=

Ash2 0.075 Sc b 30( ) fckfyk

:=Ash max Ash1 Ash2,( ):= Ash 78.571=

Seilen Iki Kollu Etriye: 10/80 Ash1 2 79:= Ash1 158=

VwAsh1

Sc365 d 10 3:= Vw 410.899=

if Vc Vw+ Ve> "OK", "NOT OK!",( ) "OK"=Orta Blgede 10/160

bw 250:= b 250:= kc1 1.96:= Mp1 233.57:=d 570:= h 500:= kc2 4.52:= Mp2 0:=fck 25:= fcd 13:= hc 3:= Ma 292.5:=fyk 420:= fctd 10 3:= Nd 718.28:=

Kolon Tasarm Kesme Kuvveti:

Mp 1.4 Mp1 Mp2+( ):= Mp 326.998=

M Mp kc2kc2 kc1+:= M 228.091=

Man 1.4 Ma:= Man 409.5=

VeM Man+

hc 0.6:= Ve 265.663= 0.05 b h 25 10 3 140.625= --->> Vc 0 Alnabilir.

Vc 0.8 0.65 fctd bw d( ):= Vc 74.1=Etriyenin Kolon Sarlma Blgesinde Tayabilecei Kesme Kuvveti:

Sc minb3

100,:= Sc 80:= Seilir.

Ash1 0.3 Sc b 30( ) b hb 30( ) h 30( ) 1

fckfyk

:=

Ash2 0.075 Sc b 30( ) fckfyk

:=Ash max Ash1 Ash2,( ):= Ash 150=

Seilen Iki Kollu Etriye: 10/80 Ash1 2 79:= Ash1 158=

VwAsh1

Sc365 d 10 3:= Vw 410.899=

if Vc Vw+ Ve> "OK", "NOT OK!",( ) "OK"=Orta Blgede 10/160

bw 250:= b 450:= kc1 1:= Mp1 131.47:=d 570:= h 250:= kc2 1.28:= Mp2 132.41:=fck 25:= fcd 13:= hc 3:= Ma 73.125:=fyk 420:= fctd 10 3:= Nd 734.62:=

Kolon Tasarm Kesme Kuvveti:

Mp 1.4 Mp1 Mp2+( ):= Mp 369.432=

M Mp kc2kc2 kc1+:= M 207.4=

Man 1.4 Ma:= Man 102.375=

VeM Man+

hc 0.6:= Ve 129.073=

örnek betonarme proje

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