su temini projesi

8/8/2019 su temini projesi

1/30

1

NFUS HESAPLARI:

=N 6000 =t 1945

=SN 10500 =St 2000

=maxq 165 l/kii.gnProjenin yapld tarih :2004

ARTMETK ARTI YNTEMLE NFUS HESAPLARI

19452000

600010500

tt

NNK

S

Sa

=

=

S

Sa

tt

NNK

=

55

4500=

=82 kii/yl

2039352004tg =+=

=gN )tt(KN sgaS +

)20002039(8210500N )2039( +=

13698N )2039( = Kii

GEOMETRK ARTI YNTEMLE NFUS HESAPLARI

S

Sgtt NlnNlnK

= =

19452000 6000ln10500ln

S

Sg

tt

NlnNlnK

= =

55

5596,0

=0,010175

ln )tt(KNlnN SggSg +=

)20002039(010175,010500lnNln )2039( +=

65596,9Nln )2039( = 65596,9

)2039( eN =

15614N )2039( = Kii


2/30

2

LLER BANKASI YNTEMLE NFUS HESAPLARI

1001N

NP a

S=

a= S tt a=2000-1945

a=55

10016000

10500P 55 =

P=1,02 1


3/30

3

SULARIN BR YAMA MENBAINDANALINMASI HAL

d=0,01 cm3

S cm/gr65,2= 610.22,1 = m 2/sn=1,22. sn/cm10 22

KUM TUTUCU BLMENN BOYUTLANDIRILMASI1) 5,0R e olduunu kabul edelim;

2

d)1(

18

gV =

2

2

10.22,1

01,0)165,2(

18

81,9V

= =0,737 cm/sn

604,010.22,1

01,0737,0dVR2

e =

==

0,604>0,5 olduundan uygun deildir.

2)3

e 10R5,0


4/30

4

1007009,0

3h

V

VL

V

h

V

L

a

a

===

L=4,28m

Q=(h aV)B

B= m993,000,103,0

02978,0hB

Qihtiya =

=

m00,2m75,1Bmin = arasnda olduundan;

B= m75,1Bmin = alnarak aV hesapland.

Q= aa FV

Q= hBVa

0,02978= 00,175,1Va sn/cm70,1sn/m017,0Va ==

sn/cm5sn/cm70,1Va 1m olma koulunu saladndan uygundur.

Savak genilii ( )b :

2,02,08,1

02978,0bhbh8,1Q ihtiya

==

b=0,18m

SELEN: a=1,35m

b cm20=


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5

SULARIN BR TABAKA MENBAINDANALINMASI HAL

ZEMN NUMUNES ZERNDE YAPILAN ELEK ANALZ SONULARI

TANE API ELEKTEN GEEN

%0,28 0,000,36 2,000,40 5,590,50 11,850,63 19,770,80 26,641,40 46,841,80 93,842,50 100,00

d

59,585,11

59,510)40,050,0(40,010

+=

mm47,0d10 =

84,4684,93

84,4660)40,180,1(40,1d60

+=

mm51,1d60 =

84,4684,93

84,4680)40,180,1(40,1d80

+=

mm68,1d80 =


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6

213,347,0

51,1

d

dd

10

60w === 5213,3dw


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7

SERBEST SU YZEYNN EML OLMASI DURUMU : (J=0,012)

DREN BORUSU YARI DOLU VE TEK YNL BESLENME SZ KONUSU

V=0,3 m/sn

V

Q4D

iht

= = =

3,0

02978,04

0,356 m

SELEN: D=0,400 m 400

Toplama sand konstrktif esaslar gznnde bulundurularak 9090 olacak ekilde

boyutlandrld.

Toplama sand ile toplama odas arasndaki boru V=0,5 m/sn ve yar dolu olacak ekilde boyutlandrld..

Buna gre: 389,05,0

02978,08

V

Q8DI =

=

=

m

SELEN: D=0,400 m 400

Szdrma borusunun uzunluu:

L= 42,248012,070,310.7,2

02978,0

Hjk

Q3

iht=

=

m

SELEN: L=249 m

SU HTYACININ KUYULARLA KARILANMASIDURUMU

Su tabakas kalnl H=19 mY.A.S.S.nin zemin yzeyinden derinlii 5m

sn/m02978,0Q 3iht =

k=2,7.103

m/snSELEN :Kuyu ap D=0,60 m

r= cm302

D=


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8

S h )hH(k 22 ks3000R = r

Rln

r/Rln

)hH(kQ

22

=

30

krh2Qmin =

0,50 18,50 0,159 77,94 5,56 0,029 0,121

1,00 18,00 0,314 155,88 6,25 0,050 0,118

1,50 17,50 0,464 233,83 6,66 0,069 0,114

2,00 17,00 0,611 311,76 6,95 0,880 0,111

2,50 16,50 0,753 389,71 7,17 0,105 0,108

2,60 16,40 0,781 405,30 7,21 0,108 0,1071

2,59 16,41 0,778 403,74 7,20 0,108 0,1072

2,57 16,43 0,772 403,74 7,20 0,1072 0,1073

Q 107,0opt= m sn/3

m57,2Sopt =

KUYU SAYISI: 128,0107,002978,0QQoptiht


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9

FLTRE BORUSUNUN DI API dfD :Et kalnl 10 mm seilirse ;

e2DD ifdf +=

360)102(340Ddf =+= mm

TOPLAM FLTRE TABAKASININ KALINLII:Kuyu ile filitre borusu arasnda filitre tabakalarnn yerletirilmesi iin kalan toplam boluk;

Toplam filitre tabakas kalnl : dfDDF =

240360600F == mm EN DITAK KUMUN DANE API:

U= 3125,348,0

50,1

d

d

10

60>==

u>3 olduundan 901f d4d =

2,780,14d 1f == mmFilitre tabakasnn ka tabakadan oluaca ve her bir tabakaya yerletirilecek malzemenin tane boyut snrlar

tablo ile elde edildi.

DANE API (MM) TABAKA KALINLII0,75 4,00 60

4,00 12,00 7012,00 35,00 80

KUM FLTRESNN MNMUM TABAKA KALINLIKLARI

En dtaki tabakann dane ap =1fd 6,00-8,00 mmteki tabaka dane ap 00,3500,25d 2f = mm

KUYUNUN BR TARAFINI DOLDURACAK MALZEMENN GENL:

F 1202

240

2

F===

mm

KUYU FLTRESNN MNMUM TABAKA KALINLII:= mm00,800,6d 1f min tabaka kalnl t 701= mm

= mm00,3500,25d 2f min tabaka kalnl 80t2 = mm

8070dd 2f1f +=+ =150 mm

u halde filtreyi iki tabakal halde yapmamz mmkn deildir. Bu gibi skk durumlarda emme borusu indirilmi suseviyesinin yaklak iki metre altna indirilir. Buradan aaya filtre borusu daraltlarak iki tabaka ile tekil edilir.


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10

BORU HATTININ EKONOMK ANALZ

PROJE VERLER : sn/l78,29Qiht =

11 saat alacak olan pompann verimi: 70,0=

isale hatt uzunluu : 157,50 mElektrik kw-h fiyat :135. 310 TL/kwhFaiz:%15Amortisman :%6

EKONOMK BORU API HESABI:

H75

bEQ1000736,0A1

=

b yllk alma sresi b=11365

H70,075

3651113500002978,01000736,0A1

=

A 1 =226288520,1H

A 1 =226288520,1(h+J.L)

L100

pA2 = p faiz+amortisman 0,15+0,06

L.P21,0L

100

21A2 ==

BRESSE FORML LE EKONOMK AP:

Q5,1De =

m26,002978,05,1De == Ekonomik boru apn bu arada aramak uygun olacaktr.

Her boru ap iin isale hatt uzunluklar ayn olduundan maliyet mukayesesinin 1m boru iinyaplmas uygundur.Ayrca h deeri sabit olduu iin karlatrma yaparken gz nnde

bulundurulmasna gerek yoktur.

j1,226288520A1 =

P21,0A2 =


11/30

11

EKONOMK ANALZ SONULARI

D(mm)

D(m)

V(m/sn)

j (m/m) P (TL/m) A1=226288520,1j

A2=0,21P M=A1+A2

100 0,100 3,79 0,2200555 170.000.000 TL 49796044,6 35.700.000 TL 85.496.045 TL

125 0,125 2,43 0,0721078 200.000.000 TL 16317167,89 42.000.000 TL 58.317.168 TL150 0,150 1,69 0,0289785 225.000.000 TL 6557503,815 47.250.000 TL 53.807.504 TL200 0,200 0,95 0,0068767 250.000.000 TL 1556126,394 52.500.000 TL 54.056.126 TL250 0,250 0,61 0,0022534 380.000.000 TL 509911,4967 79.800.000 TL 80.309.911 TL300 0,300 0,42 0,0009056 490.000.000 TL 204921,9942 102.900.000 TL 103.104.922 TL350 0,350 0,31 0,000419 590.000.000 TL 94810,10455 123.900.000 TL 123.994.810 TL400 0,400 0,24 0,0002149 750.000.000 TL 48628,9498 157.500.000 TL 157.548.629 TL450 0,450 0,19 0,0001193 850.000.000 TL 26985,61241 178.500.000 TL 178.526.986 TL500 0,500 0,15 7,042E-05 900.000.000 TL 15934,73427 189.000.000 TL 189.015.935 TL

-Yaplan hesaplar dorultusunda en ekonomik boru apnn 150 olduu sonucuna ulalmtr.

SUYUN CAZBELLETM

POJE VERLER : sn/l78,29Q iht =

Kullanlan boru mukavemeti =100 m S.S.=10atmMin ebeke basnc :30 m S.S.

Ekonomik boru ap : 150

69,1)15,0(

02978,04

D

Q4V

22=

=

=

m/sn 0,8m/sn


12/30

12


13/30

13

CAZBELLETM N PYEZOMETR KOTLARI

1 P. KOTU =460,00m2 P. KOTU =1- 21kh

=460,00-7,50 0289,0 =459,78 m

3 P. KOTU =2- 32kh =459,78-8,75 0289,0 =459,53 m

4 P. KOTU =3- 43kh =459,53-7,50 0289,0 =459,31 m

5 P. KOTU =4- 54kh =459,31-2,50 0289,0 =459,24 m

6 P. KOTU =5- 65kh =459,24-6,25 0289,0 =459,06 m

7 P. KOTU =6- 76kh =459,06-2,50 0289,0 =458,99 m

8 P. KOTU =7- 87kh =458,99-7,50 0289,0 =458,77 m

9 P. KOTU =8- 98kh =458,77-7,50 0289,0 =458,55 m

10 P. KOTU =9- 10Hkh =458,55-11,25 0289,0 =437,83 m

11 P. KOTU =10- 1110kh =437,83-7,50 0289,0 =437,61 m

12 P. KOTU =11- 1211kh =437,61-7,50 0289,0 =437,40m

13 P. KOTU =12- 1312kh =437,40-6,25 0289,0 =437,21m

14 P. KOTU =13- 1413kh =437,21-6,25 0289,0 =437,03m

15 P. KOTU =14- 1514kh =437,03-5,00 0289,0 =436,89m

16 P. KOTU =15- 1615kh =436,89-5,00 0289,0 =436,74m

17 P. KOTU =16- 1716kh =436,74-5,00 0289,0 =436,60 m18 P. KOTU =17- 1817kh

=436,60-6,25 0289,0 =436,42 m

19 P. KOTU =18- 1918kh =436,42-7,50 0289,0 =436,20 m

20 P. KOTU =19- 2019kh =436,20-5,00 0289,0 =436,06 m

21 P. KOTU =20- 2120kh =436,06-6,25 0289,0 =435,87 m

22 P. KOTU =21- 2221kh =435,87-5,00 0289,0 =435,73 m

23 P. KOTU =22- 2322kh =435,73-7,50 0289,0 =435,51m

24 P. KOTU =23- 2423kh =435,51-6,25 0289,0 =435,33m

25 P. KOTU =24-2524

kh

=435,33-10,00 0289,0 =435,04m


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14

HAZNE KOTUNUN BELRLENMES

HAZNE KOTU =ehrin en yksek kotu +min ebeke basnc +ebeke kayb +su ykseklii

HAZNE KOTU =400,00 + 30 + 4 + 4 =438,00 mHAZNENN YER :

400440

400438

50,107

x

= x=102,13 m 107,5-x=107,5-102,13=5,37 m

HAZNENN P. KOTU =458,55-5,370,0289=458,39 m

SUYUN TERFLLETM

POJE VERLER : sn/l78,29Q iht = Kullanlan boru mukavemeti =100 m S.S.=10atmMin ebeke basnc :30 m S.S.Ekonomik boru ap : 150

69,1)15,0(

02978,04

D

Q4V

22=

=

=

m/sn 0,8m/sn


15/30

15


16/30

16

TERFLLETM N PYEZOMETR KOTLARI

1 NOKTASINA POMPA YERLETRMEK GEREKR.KULLANILAN BORU MUKAVEMET 100 m S.S OLDUUNDAN POMPANIN TERF

YKSEKL 100 m OLACAKTIR.

1 P. KOTU =400,00+100,00=500,00 m

2 P. KOTU =1- 21kh =500,00-10,00 0289,0 =499,71 m

3 P. KOTU =2- 32kh =499,71-6,25 0289,0 =499,53 m

4 P. KOTU =3- 43kh =499,53-7,50 0289,0 =499,31 m

5 P. KOTU =4- 54kh =499,31-5,00 0289,0 =499,17 m

6 P. KOTU =5- 65kh =499,17-6,25 0289,0 =498,99 m

7 P. KOTU =6- 76kh =498,99-5,00 0289,0 =498,84 m8 P. KOTU =7- 87kh

=498,84-7,50 0289,0 =498,62 m

9 P. KOTU =8- 98kh =498,62-6,25 0289,0 =498,44 m

10 P. KOTU =9- 109kh =498,44-5,00 0289,0 =498,30 m

11 P. KOTU =10- 1110kh =498,30-5,00 0289,0 =498,15 m

12 P. KOTU =11- 1211kh =498,15-5,00 0289,0 =498,01 m

13 P. KOTU =12- 1312kh =498,01-6,25 0289,0 =497,83 m

14 P. KOTU =13- 1413kh =497,83-6,25 0289,0 =497,65 m

15 P. KOTU =14-1514

kh

=497,65-7,50 0289,0 =497,43 m16 P. KOTU =15- 1615kh

=497,43-7,50 0289,0 =497,21 m

17 P. KOTU =16- 1716kh =497,21-11,25 0289,0 =496,88 m

18 P. KOTU =17- 1817kh =496,88-7,50 0289,0 =496,67 m

19 P. KOTU =18- 1918kh =496,67-7,50 0289,0 =496,45 m

20 P. KOTU =19- 2019kh =496,45-2,50 0289,0 =496,38 m

21 P. KOTU =20- 2120kh =496,38-6,25 0289,0 =496,20 m

22 P. KOTU =21- 2221kh =496,20-2,50 0289,0 =496,12 m

23 P. KOTU =22- 2322k

h =496,12-7,50 0289,0 =495,91 m

24 P. KOTU =23- 2423kh =495,91-8,75 0289,0 =495,65 m

25 P. KOTU =24- 2524kh =498,00-3,50 0289,0 =497,90m


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17

HAZNE KOTUNUN BELRLENMES

Suyu ayakl hazneye karmak amacyla 24 nolu nokta ve hazne arasna pompa yerletirildi.Yaplanhesaplar dorultusunda pompann noktadan 2 m uzaa yerletirilmesinin uygun olduu sonucuna varld.

POMPA GR KOTU:495,65- 24Pkh =495,65-(20,0289)=495,59mPOMPA IKI KOTU:498,00+(20,0289)+3=502m

HAZNE KOTU =ehrin en yksek kotu +min ebeke basnc +ebeke kayb +su yksekliiHAZNE KOTU =460,00 + 30 + 4 + 4 =498,00m

HAZNENN PYEZOMETR KOTU : 495,65-4,000,0289=495,53 m

POMPANIN GC :

Hk-Pk=458,20-100,00=358,20m HgeoLh-Lp=155,50-3,50=152 m

j L =152,000,0289=4,39 mHm=Hgeo+(jL)=358,20+4,39=362,59 m

POMPANIN GC=N=

75

HQ miht

N= 67,20570,075

59,36202978,01000=

B.B


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18

HAZNE HACM HESABI

PROJE VERLER : 10.000< 2039N =15.598


19/30

19

98 3m LK KAGR HAZNE HESABI

yhX2V suorthazne = 3

hazne m76,779V =

m00,3hsu =

Orta duvar alt kalnl=1,60 mOrta duvar st kalnl=0,60 m

Hava pay=0,50 m

En ekonomik durum=4

3

y

Xort= iki denklemin ortak zmnden:

76,7794

33X2 2ort =

yhX2V suorthazne = 22

ort m42,97X =

m87,9Xort =

y= m16,1387,93

4X

3

4ort ==

TAHKK : 3hazne m76,779316,1387,92V =

50,300,2

50,0=

m28,0=

50,0XX orttaban +=

m65,950,028,087,9X taban =+=

+= ortst XX

m15,1028,087,9Xst =+=


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20

EBEKE HESABI

L NOKTA METODU LE EBEKE HESABI:

PROJE VERLER : N=15598 kii165qmax = l/kii.gn

86400

155981655,1

86400

qN5,1Q maxD

=

=

sn/l68,44QD =

KESAFET KATSAYILARIBORU NO k BORU NO k

AC 1,5 BD 1,5AE 1 KC 1EB 1 KD 1EK 1,5 HA -

TBAR BORU BOYLARI DAITILAN DEB

LkLi = 0145,03080

68,44

L

Qq

D==

= l/sn.m

Qd=q iL

=BDL 5601,5=840 m QdBD =0,0145840=12,18 l/sn

=EBL 1501,0=150 m QdEB =0,0145150=2,18 l/sn

=AEL 1301,0=130 m QdAE =0,0145130=1,89 l/sn

=ACL 5601,5=840 m QdAC =0,0145840=12,18 l/sn

=KCL 1301,0=130 m QdKC =0,0145130=1,89 l/sn

=KDL 1501,0=150 m QdKD =0,0145150=2,18 l/sn

=EKL 5601,5=840 m QdEK

=0,0145840=12,18 l/sn

3080 m 44,6l/sn


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21

TBAR DEB (C VE D L NOKTALAR SELMTR)

Qi=0,55Qd Qu 0

Qi=0,577Qd Qu=0

=BDiQ 12,810,577=7,03 l/sn

=EBiQ 2,180,55=1,20 l/sn

=AEiQ 1,890,55=1,04 l/sn

=ACiQ 12,810,577=7,03 l/sn

=KCiQ 1,890,577=1,09 I/sn

=KDiQ 2,180,577=1,25 l/sn

=EKiQ 12,810,55=6,70 l/sn

HESAP DEBLER

Ynetmelie gre nfusun 10.000 ile 50.000 arasnda olduu yerlerde yQ ana boruda 10 l/sn ,esas

boruda 5 l/sn alnr.

yBDi

BDu

BDh QQQQ ++=

=0+7,03+5=12,03 l/sn


22/30

22

yKDi

KDu

KDh QQQQ ++=

=0+1,26+5=6,26 l/sn

yEBi

EBu

EBh QQQQ ++=

EBuQ = BDdBDuBDba QQQ += EBuQ =0+12,18=12,18 l/sn

520,118,12QEBh ++=

=18,38 l/sn

yCKi

CKu

CKh QQQQ ++=

=0+1,09+5=6,09 l/sn

yEKi

EKu

EKh QQQQ ++=

=

EK

uQ =

KD

d

CK

u

CK

ba QQQ+=

= KDd

KDu

CKd

CKu QQQQ +++

=EKhQ 0+1,89+0+2,18=4,07 l/sn

=4,07+6,70+5=15,77 l/sn

yAEu

AEu

AEh QQQQ ++=

AEuQ =

EBba

EKba QQ +

=EKbaQ

EKd

EKu QQ +

=4,07+12,18=16,25 l/sn

=EBbaQEBd

EBu QQ +

=12,18+2,18=14,36 l/snAEuQ =16,25+14,36=30,61l/sn

sn/l65,36504,161,30QAEh =++=

yACi

ACu

ACh QQQQ ++=

=0+7,03+5=12,03 l/sn

yDANA QQQ +=

1068,44QANA+=

=54,68 l/sn

KONTROL: 1]H[]HH[ ACEKAE


23/30

23

130 m

135 m

140 m

145 m

140 m

135 m

140 m

145 m

140 m

135 m

140 m

145 m

140 m

150 m130 m

TURSTK TESSD(567)

D'(566)

L(565)

L'(569)

B(571)

K(569)

K'(570)

F(573)

F'(571)

E(573)

C(571)

C'(572)

I(573)

I'(573)

A(575)

HAZNE

SUTEMNVEEVRESALII

MHENDSLKFAKLTES

NAATMHENDSLBLM

CELALBAYARNVERSTES

KESTC-D LEK:1/50

KESTE-F

PLANLEK:1/50

SUALMABLMESKUMTUTUCUBLME

A

B

C

D

b'=20

9020245

KURBAAKLAPESLEDONATILMITAHLYEBORUSU

B=17590

a=135

ELEKTEL

MERDVEN

SUALMABORUSU

DOLUSAVAKDOLUSAVAK

SUGETRENBORU

DOLUSAVAK

MENTO-SIVA

SUGETRENBORUb'=20

80100

B=175


24/30

24

EHR

460,00 m

3,50 m 4,00 m

7,50 m

AYAKLI NAZNE

498,00 m

457,50 m

457,50 m

460,00 m

460,00 m

7,50 m

AYAKLI NAZNE

EHR

3,50 m 4,00 m

ARETTAI

2/3DELKLGRESERAMK

BORU

BETON

YZEYSELSULARINDRENAJI

YIKANMIKIRMATAVEYARAKIL

SUTEMNVEEVRESALIIPROJES

>3M

TABANSEVYES

KL

KLPERDE

SULARIKTARAFTANALANVEPLANIGRLENSUALMASSTEMNDEDRENBORULARININKEST

BETON

SULARITEKTARAFTANALANVEPLANIGRLENKAPTAJSSTEMNDEDRENBORULARININKEST

NAATMHENDSLBLM

MHENDSLKFAKLTES

CELALBAYARNVERSTES

SUTEMNVEEVRESALIIPROJES

NAATMHENDSLBLM

MHENDSLKFAKLTES

CELALBAYARNVERSTES

(J=0,012)

LETMHATTI

LETMHATTI

YERALTISUYUG

ELYN

SALEHATTI

YERLEMALANI400

TOPLAMAODASIL=249M

SIZDIRMABORULARIDRENLER

400

L=50-100MMUAYENEBACALARIL

TOPLAMA

SA

NDII

SERBESTSUYZEYNNEMLOLMASI

L=432M

SERBESTSUYZEYEMYATAY

YERALTISUYUGELYN

YERALTISUYUGELYN

L

SIZDIRMABORULARIDRENLER

550YERLEMALANI

KAPTAJSALEHATTI

TOPLAMAODASI

L=50-100MMUAYENEBACALARI


25/30

25

E-FKEST

A-BKEST

B

A

DC

C-DKEST

SUSEVYESNNZEMNEYAKINVEFLTREBORUSUNUNDARALTILMASININMMKNVEFAYDALIOLMASIHALNDEBORULUKUYUNUNTEKL

F E

Y.A.S.S.

DPKLAPES

-2.00

SUTEMNVEEVRESALII

NAATMHENDSLBLM

MHENDSLKFAKLTES

CELALBAYARNVERSTES

filitreborusudalmaderinlii(0.5-1.00m)

filitreborusu

muhafazaborusu

df2=80mm

df1=70mm

Dk=300mm

2.00m

-5.00

Dfd=360mm

Dfi=340mm

200

0.00


26/30

26

4CM.KAL.500DOZ.TECRTMADDELAP

25CM.KAL.250DOZ.TABANBETONU

Hsu=300

3CM.KAL.350DOZ.SIVAZERNE

3CM.KAL.500DOZ

TECRTMADDELAP

300DOZ.C.H.MOLOZTADUVAR

50CM.KAL.AKILMLA

200mm.DRENBZ

TOPRAKMLA

25CM.400DOZ.SAP

300DOZ.B.A.BE

TONU

20CM.KAL.TOP

RAKMLA

3CM.KAL.500D

OZ.TECRTMADDELAP

3CM.KAL.350D

OZ.C.H.

SIVAZERNEBEYAZRENKLBADANA

MENBADAN

EBEKEVEYAEMEYE

TAHLYEAYAINA

(UCUNAKURBAALIKKONACAK)

250DOZ.BETON

3CM.350DOZ.

SIVA

KIRMATADOLGU

2CM.400DOZ.SAP

250DOZ.BETON

250DOZ.BETON

3.5CMKAL350DOZC.H.DISIVA

250DOZ.C.H.23LKTULAVEYABRKETDUVAR

MANEVRAODASI

B-BKEST1/50

Hsu=300

A-AKESITI1/50


27/30

27

TER

FL

LETM

495,90

498,00

SUTEMN

VE

EVRESALII

PROJES

502,00

500,00

PYEZOMETREZGS

POMPA

POMPA

EHR

AYAKLI

HAZNE

460,00

DEYLEK:1/100

24

25YATAY

LEK:1/100

22

21

19

18

20

17

15

16

14

12

13

23

11

10

8

9

7

6

5

4

3

2

1

KESTNO

495,9 0 37,90

8,757,50

496,12

495,91

43,62

40,91

496,20

496,45

496,38

46,20

48,88

51,45

7,50

6,252,50

2,50

496,67

497,21

496,88 56,88

59,71

54,17

497,43

497,65 65,15

62,43

6,25

11,25

7,50

7,50

6,25

7,50

7,50

38,15495,65

498,15

498,01 70,51

73,15

498,30

498,44

75,80

78,44

6,255,005,00

498,84

498,99 86,49

83,84

499,31

499,53

91,81

94,53

89,17499,17

6,25

5,00

6,25

5,00

7,50

7,50

81,12498,62

499,71

500,00

97,21

100,010,00

LETMEB

ASINCI

PYEZOME

TREKOTU

ARAMESA

FELER

5,00

67,83497,83

412,50

427,50

437,50

435,00

432,50

430,00

420,00

425,00

422,50

417,50

415,00

410,00

407,50

405,00

402,50

400,00

TESVYEE

RSKOTU

452,50

457,50

460,00

455,00

447,50

450,00

445,00

442,50

440,00


28/30

28


29/30

29

IMENTO-SIVA

KURBAGAKLAPESIILEDONATILMIS

TAHLIYEBORUSU

BACAKAPAGI

(BRMLERCM)

ELEKTELI

100

75

245

20

90

80

E

F

175

350

KESTA-B

LEK:1/50

SUGETRENBORU

SUALMABORUSU

AMURSIYIRMADEMR


30/30

30

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