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mühendislikdergisi
Dicle Üniversitesi Mühendislik Fakültesi
Cilt: 5,
3-9
1, Mart 2014
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Anahtar kelimeler: CFRP, Karbon eO\DI%HWRQ0XNDYHPHW6QHNOLN*oOHQGLUPH
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<D]ÕúPDODUÕQ\DSÕODFD÷Õ\D]DU+DOLP.DUDúLQ [email protected] ; Tel: (412) 248 80 30 (3516)
1
K. V. Çelik, H. KDUDúLQ
curing period, lets the concrete to gain its desired
strength, can be accepted as water content in the
mix not allowed to evaporate from the concrete the
standard cylindrical samples obtained for wrapping
process. Firstly, all surfaces of the dried standard
specimens with the help of a brush have been
cleared of dust and similar substances providing
dust-free surface for the fiber application. Then
required amounts of carbon fiber samples were
prepared with suitable dimensions for jacketing the
samples as a confinement. 4 of 10 samples prepared
as unconfined, 3 of them wrapped with CFRP as
single layered and the other 3 double-layered with
the help of epoxy. Then the 28 days old specimens
tested under monotonic uniaxial compression to
determine the strength-strain relation. Also via
horizontal and vertical transducers assembled to
samples, axial and diametrical values have been
examined. In order to define the descending portion
of the concrete behavior curve several compressive
loading proceeds repeated for each sample. Such
cyclic loading, unloading under high deformations
and reloading, process were evaluated to discuss the
CFRP effects on concrete behavior. The results
obtained in this experimental study shown that
confining by wrapping with CFRP of concrete
sections examined under repeated axial load in
laboratory environment and strengthening effect of
wrapped fiber has been observed.
Structural Strengthening with Carbon
Fiber
Extended abstract
In the recent years, strengthening of Reinforced
Concrete (RC) elements using Carbon Fiber
Reinforced Polymers (CFRP) sheets tends to be
more popular depends on development of civil
engineer materials. Due to lightweight with high
strength and corrosion properties, CFRP become an
alternative strength material in strengthening
reinforced concrete structures.
Buildings can be damaged because of many reasons
nowadays. Damaged buildings and strengthening
buildings with low standards became one of the fast
developing subjects all over the World. Buildings
that purpose of use has been changed, old buildings
not in compliance with earthquake regulation and
damaged buildings need to be strengthened. Carbon
fiber, used in one of the strengthening techniques
Carbon Fiber Method, despite being thin and light
as shirt fabric, increases the strength of component
element acting as a steel plate when applied with
epoxy cement. Additionally, as it is more faster and
easier to apply according to traditional
strengthening techniques and being very light that
does not cause extra load increase and giving 14
times more strenght than steel, use of this method in
construction is increasing fastly.
Concrete known as a typical brittle material which
is too weak in tension with respect to its
compression strength is mostly used with
reinforcements for bending of structures. It can be
defined as inelastic, nonhomogeneous and nonlinear
material. In this study it is aimed to investigate
behavior
of
reinforced
concrete
sections
strengthened by wrapping with Carbon Fiber
Reinforced Polymers (CFRP), which has high
tension strength, to eliminate weakness property of
concrete in laboratory conditions. For this purpose,
the 10 pieces of concrete samples of standard
cylindrical specimens have 150 mm diameter and
300 mm height were prepared. Ready mixed
concrete was used for preparing the concrete
specimens with appropriate amount of cement, water,
sand, gravel, stone powder, admixtures. After 28 day
2
As a result of these study, increase of wrapping
number has been determined to increase in strength
also with increase in ductility which is one of the
most important parameters of seismic performance.
In the case of average values of cylinder concrete
samples were examined, samples strenghtened by
carbon fiber were observed to show 25% more
strength. It should be noted that the CFRP has no
significant effects on behavior of concrete with high
strength.
.
Keywords: CFRP, Concrete, Strength, Ductility,
Strengthening.
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GLUHQo |PUQQ ELOLQPH\LúL EX WHNQL÷Ln en
Karbon elyaf tarihi
.DUERQ ILEHU WDULKL ¶O \ÕOODUÕQ VRQODUÕQD EHOLUJLQGH]DYDQWDMODUÕQGDQGÕU
NDGDUX]DQÕU.DUERQOLILLONGHIDNDUERQXQoRN
L\L ELU HOHNWULN LOHWNHQL ROGX÷X ELOLQPHVLQGHQ Deneysel çDOÕúPD
GROD\ՁUHWLOPLúWLU.DUERQHO\DIoR÷XQOXNOD=LIW øNL E|OPGHQ ROXúDQ GHQH\VHO oDOÕúPDQÕQ LON
ve Pan denen iki malzemeden elde edilir; Zift E|OPQGHKD]ÕUEHWRQ VDQWUDOLQGHQ DOÕQDQoDSÕ
WDEDQOÕ NDUERQ HO\DIODUÕ J|UHFHOL RODUDN GDKD 150 mm, boyu 300 mm ölçülerindeki 10 adet
GúN PHNDQLN |]HOOLNOHUH VDKLSWLUOHU %XQD standart silindir taze QXPXQH EXOXQPDNWDGÕU
ED÷OÕ RODUDN \DSÕVDO X\JXODPDODUGD QDGLUHQ øNLQFL E|OPGH NDWOÕ ELU \DSÕGDQ DOÕQDQ oDSÕ
NXOODQÕUODU 3DQ 3ROL $NULOR 1LWULO WDEDQOÕ 65 mm, boyu 130 mm ölçülerinde 9 adet karot
karbon elyaflar kompozit malzemeleri daha QXPXQH EXOXQPDNWDGÕU %X QXPXQHOHULQ ELU
VD÷ODP YH GDKD KDILI ROPDODUÕQGDQ GROD\Õ NÕVPÕQDKHUKDQJLELUVDUÕPLúOHPLX\JXODQPDGÕ
VUHNOL JHOLúWLULOPHNWHGLU 3$1
ÕQ NDUERQ ILEHUH ELU NÕVPÕQD LVH NDUERQ HO\DI VDUÕODUDN
G|QúPHVL RNVLGDV\RQ NDUERQL]DV\RQ \]H\ güçlendirildi. Tüm nuPXQHOHU WHNUDUOÕ \NOHU
L\LOHúWLUPHVL YH NDSODPD JLEL LúOHPOHU VRQXFX DOWÕQGD GHQH\H WDEL WXWXOGX YH HNVHQHO \N
JHUoHNOHúPHNWHGLU
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KarboQHO\DIÕQX\JXODQÕúÕ
.DUERQ HO\DI \DSÕúWÕUÕODFDN \H\LQ KD]ÕUOÕ÷ÕQÕQ
GR÷UX \DSÕOPDVÕ oRN |QHPOLGLU %HWRQ \]H\L
\D÷ NLU ]D\ÕI NÕVÕPODU VÕYD YH ER\DODUGDQ
NXPODPD YH\D WDúODPD JLEL PHNDQLN
\|QWHPOHUGHQ ELUL NXOODQÕODUDN WHPL]OHQPHOLGLU
%HWRQ \]H\LQ minimum oHNPH GD\DQÕPÕ 1,5
ROPDOÕGÕU <]H\ %R]XNOXNODUÕ
N/mm2
G]HOWLOPHOLGLU (SRNVL \DSÕúWÕUÕFÕVÕ KD]ÕUODQDQ
yüzeye sürülür. Karbon elyaf gerilerek
\DSÕúWÕUÕOÕUYHHSRNVLLOHL\LFHGR\XUXOXU.DUERQ
HO\DI ]HULQH VRQ NDW HSRNVL X\JXODQÕU
Koruyucu kaplamD \DSÕODFDNVD NXP VHUSLOLU YH
GDKD VRQUD VÕYD YH\D EDúND ELU X\JXODPD LOH
LúOHPWDPDPODQÕU
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<NVHNoHNPHGD\DQÕPÕYHHODVWLVLWHPRGOQH
VDKLSROPDVÕdHOLNYH\DEHWRQDUPHPDQWRORPD
gibi geleneksel güçlendirme tekniklerine
5
.XOODQÕODQEHWRQXQP3 D÷ÕUOÕ÷ÕNJ¶GÕU
%HWRQ NDUÕúÕPÕ LoLQGHNL PDO]HPHOHULQ D÷ÕUOÕNoD
GD÷ÕOÕPÕincelenecek olursa; 1 m3 EHWRQNDUÕúÕPÕ
içindeki 0- PP¶OLN HOHNWHQ JHoHQ DJUHJDQÕQ
D÷ÕUOÕ÷Õ.87 kg, 7-15 mm’ lik elekten geçen
DJUHJDQÕQ D÷ÕUOÕ÷Õ .18 kg, 15-25 mm’ lik
HOHNWHQ JHoHQ DJUHJDQÕQ D÷ÕUOÕ÷Õ .99 kg, Su
156. dLPHQWR YH NXOODQÕODQ NDWNÕ
maddesi 3.30 kg’GÕU KDUÕúÕPGDED÷OD\ÕFÕQÕQ 1’ i kadar KLSHUDNÕúNDQODúWÕUÕFÕ NDWNÕ maddesi
NXOODQÕOPÕúWÕU 6X NHVPH |]HOOL÷LQH VDKLS
KLSHUDNÕúNDQODúWÕUÕFÕ PDGGH VXoLPHQWR RUDQÕQÕ
GúUHUHN EHWRQ VWDQGDUGÕQÕQ
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VD÷ODQPÕúWÕU
K. V. Çelik, H. KDUDúLQ
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7UN 6WDQGDUWODUÕQD 76 X\JXQOX÷X ùekil
¶ GH J|UOPHNWHGLU *UDQORPHWUi H÷ULVL
LQFHOHQGL÷LQGH NDUÕúÕPÕQ H÷ULVL $ H÷ULVL LOH %
H÷ULVL DUDVÕQGD RSWLPXP H÷ULVLQH oRN \DNÕQ ELU
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VWDQGDUWODUDX\JXQROGX÷XJ|UOPHNWHGLU
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LON WDEDNDQÕQ VÕNÕúWÕUÕOPDVÕQGD, oXEX÷XQ NDOÕS
WDEDQÕQDVHUWoHoDUSPDPDVÕQDGL÷HU WDEDNDODUÕQ
VÕNÕúWÕUÕOPDVÕ HVQDVÕQGD GD ELU |QFHNL WDEDND\D
ID]OD JLUPHPHVLQH GLNNDW HGLOGL 6ÕNÕúWÕUPD
VRQUDVÕQGD NDOÕEÕQ GÕú NHQDUODUÕQD VÕNÕúWÕUPD
oXEX÷X GDUEHOHULQGHQ JHUL\H NDODQ ERúOXNODU
GROXQFD\D NDGDU WRNPDN LOH KDILIoH YXUXODUDN
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GD\DQÕP ND\EÕQD QHGHQ RODELOHFHN ERúOXNODUÕQ
'HQH\VHO dDOÕúPDQÕQ LON E|OPQGH oDSÕ dolmaVÕVD÷ODQGÕ%XLúOHPKDYDNDEDUFÕNODUÕQÕQ
PP ER\X PP |OoOHULQGH YH 7.5 kg
oÕNÕúÕGXUXQFD\DNDGDUGHYDPHWWL
D÷ÕUOÕ÷ÕQGD VWDQGDUWODUD X\JXQ DGHW VLOLQGLU
NDOÕS temin edildi ve temizlendi. Numunelerin
.DOÕSODUÕQ VW \]H\LQGHQ WDúDQ ID]OD EHWRQ
UDKDW oÕNDELOPHVL LoLQ NDOÕSODUD oLPHQWR LOH
KDUFÕ oHOLN ELU PDOD \DUGÕPÕ LOH NHVPH KDUHNHWL
HWNLOHúLPH JLUPH\HFHN QLWHOLNWH \D÷ VUOG
\DSDUDN DOÕQGÕ YH EHWRQ \]H\L GLNNDWOLFH
<DUÕVÕ ERúDOWÕOPÕú &- VWDQGDUGÕQGD EHWRQ
G]HOWLOGL BLU JQ EHNOHWLOen numuneler
\NO ELU transmikserden GHQH\OHU LoLQ JHUHNOL
kaOÕSODUGDQ GLNNDWOLFH oÕNDUWÕOGÕ ve 22 ƒ& GHNL
RODFD÷Õ WDKPLQ HGLOHQ PLNWDUÕQ NDWÕ PLNWDUGD
ELUNUKDYX]XQDEÕUDNÕOGÕ (ùekil 4)JQNU
WD]H EHWRQ QXPXQHVL DOÕQGÕ 7UDQVPLNVHUGHQ
KDYX]XQGD EHNOH\HQ QXPXQHOHU HWY denen
DOÕQDQ KDUo NDOÕSODUD WDEDND KDOLQGH NR\XOGX
IÕUÕQGD maksimum NXUXOXN GHUHFHVLQH XODúPDVÕ
YHKHUWDEDNDG]GDLUHNHVLWOLoHOLNWHQ\DSÕOPÕú
YH
HSRNVLQLQ
VD÷OÕNOÕ
ELU
úHNLOGH
oDSÕPPER\XPPYHXFX\XYDUODWÕOPÕú
X\JXODQDELOPHVL LoLQ ƒ& GH VDDW
VÕNÕúWÕUPDoXEX÷XLOHGHIDúLúOHQGL (ùekil 3).
bekletildi.
6
Karbon elyaf ile betonun güçlendirilmesi
ùHNLO. Numunelerin Kür Havuzunda
Bekletilmesi
ùHNLO5.DUERQ(O\DIÕQ1XPXQHOHUH
8\JXODQPDVÕ
7DPDPÕ\OD NXUX\DQ QXPXQHOHULQ \]H\OHUL ELU
IÕUoD \DUGÕPÕ ile toz ve benzeri maddelerden
temizlendi %XUDGD DPDo HO\DIÕQ X\JXODQDFD÷Õ
\]H\LQ WR]GDQ DUÕQPÕú SU]V] YH WHPL]
ROPDVÕGÕU *HUekli miktarda karbon elyaflar
|OoOHQGLULOHUHN
kesilip
KD]ÕUODQGÕ
1XPXQHOHUGHQ ¶ VDUJÕVÕ] ¶ WHN NDW VDUJÕOÕ
YH NDODQ VRQ ¶ oLIW NDW VDUJÕOÕ olPDVÕ
SODQODQGÕ÷ÕQGDQ 6=-300/X, SL1-300/X, SL2300/X VHPERO\OH VÕUDVÕ\OD isimlendirildiler, Bu
isimlendirmH VLVWHPLQGH ; QXPXQH VD\ÕVÕQÕ
temsil etmektedir. øVLPOHQGLUPHLúOHPLELWWLNWHQ
sonra eSRNVL KD]ÕUOÕ÷Õ LoLQ PDYL UHQNOL RODQ
epoksi UHoLQHVLQLQ YH VD\GDP UHQNOL RODQ
VHUWOHúWLULFL PDO]HPHQLQ \HWHFHN NDGDUÕ JHUHNHQ
RUDQODUGDELUNDEDDOÕQGÕ .DUÕúWÕUÕFÕ EDúOÕNOÕELU
PDWNDS \DUGÕPÕ ile 2 GDNLND NDGDU GúN
GHYLUGH NDUÕúWÕUÕOGÕ (SRNVL NDUÕúÕPÕ NÕVD VUHGH
UHDNVL\RQD JHoWL÷LQGHQ KD]ÕUODQDQ HSRNVL
NDUÕúÕPÕ ELU UXOR \DUGÕPÕ LOH VHUL úHNLOGH
QXPXQHOHULQ \]H\LQH VUOG YH |QFHGHQ
NHVLPL KD]ÕUODQDQ DGHW FP |OoOHULQGH
karbon HO\DI NDUÕúÕPÕQ VUOG÷ QXPXQHOHUH
VDUÕOGÕ (ùekil 5).
%LULQFL NDW NDUERQ HO\DI VDUÕP LúOHPL ELWHQ QXPXQH NXUXPDVÕ LoLQ EHNOHPH\H DOÕQGÕ
.XUXPDVÕ WDPDPODQDQ NDUERQ HO\DI VDUÕOÕ
QXPXQHGHQ KHUKDQJL ¶QH HSRNVL NDUÕúÕPÕ
tekrar VUOHUHNikinci kat karbon elyaflar VDUÕOGÕ
YH WHNUDU NXUXPDVÕ LoLQ EHNOHWLOGL. %|\OHFH
PP |OoOHULQGHNL DGHW VLOLQGLU
numuneden 4 adet numuneye herhangi bir VDUÕP
LúOHPL X\JXODQPDGÕ DGHW QXPXneye tek kat
NDUERQHO\DIVDUÕOGÕYHDGHW QXPXQH\HLVHoLIW
NDW NDUERQ HO\DI VDUÕOGÕ. Karbon eO\DI VDUÕP
LúOHPL X\JXODQDQ QXPXQHQLQ \DQDO
\]H\OHULQH VRQ NDW HSRNVL NDUÕúÕPÕ VUOG YH
\LQH NXUXPDODUÕ LoLQ bekletildi. Bu bekleme
VUHVLRUWDPÕVÕVÕQDYH KDYDNRúXOODUÕQDED÷OÕGÕU
VUH\L NÕVDOWPDN DPDFÕ\OD QXPXQHOHU DoÕN
havada bekletildi. 7DPDPÕ\OD NXUX\DQ QXPXQHQLQ YH KHUKDQJL ELU VDUJÕ LúOHPL
uygulanmayan 4 QXPXQHQLQ DOW YH VW
\]H\OHULQGH J|]OH J|UQU KHUKDQJL ELU
ER]XNOXN EXOXQPDPDVÕQD UD÷PHQ GHQHy
HVQDVÕQGD HNVHQHO \NQ X\JXODQDFD÷Õ \]H\LQ
WDP RODUDN SU]V] YH G] RODELOPHVL LoLQ
NNUW EDúOÕNODPD \|QWHPL LOH numuneler
EDúOÕNODQGÕ (ùekil 6).
7
K. V. Çelik, H. KDUDúLQ
ùHNLO1XPXQHOHULQ%DúOÕNODQPDVÕ
ùHNLO. 1XPXQHOHULQ'HQH\H+D]ÕUODQÕúÕ
%XEDúOÕNODPDLúOHPLQGH NNUWYHJUDILWWR]ODUÕ
belli oranlarGD NDUÕúWÕUÕODUDN ƒ&¶ \H NDGDU
ÕVÕWÕOÕS NDUÕúÕPÕQ VÕYÕ KDOH JHoPHVL VD÷ODQGÕ
'HULQOL÷L PP oDSÕ PP RODQ oHOLN ELU
NDOÕEÕQ]HULQHEXVÕYÕG|NOG Numunelerin alt
YH VW \]H\OHUL oHOLN NDOÕED G|NOHQ NNUW
JUDILW VÕYÕVÕQÕQ VWQH G]JQFH EÕUDNÕOGÕ
ƒ&¶GHNL NNUWVÕYÕVÕQÕQGRQDUDNNDWÕKDOH
JHoPHVL VDQL\H JLEL NÕVD ELU VUHGH
JHUoHNOHúWL÷LQGHQ
VÕYÕ
NDUÕúÕP
NDOÕED
G|NOGNWHQVRQUDQXPXQH]DPDQND\EHWPHGHQ
NDOÕED oDEXN YH GLNNDWOL ELU úHNLOGH RWXUWXOGX
.DOÕS (WUDIÕQGDQ WDúÕS GRQDQ NNUW-grafit
NDUÕúÕPÕ ELU VSDWXOD \DUGÕPÕ\OD GLNNDWOLFH
WÕUDúODQDUDNWHPL]OHQGL%DúOÕNODPDLúOHPLELWHQ
10 QXPXQH WDúÕPD VÕUDVÕQGD ]DUDU J|UPHPHVL
LoLQRGD VÕFDNOÕ÷ÕQGDELUJQEHNOHWLOGL
NumunelerdeQ |QFH VDUJÕVÕ] RODQ DGHW NDURW
QXPXQHDUGÕQGDQWHN NDWNDUERQHO\DIVDUJÕOÕ
numune ve son RODUDN oLIW NDW NDUERQ HO\DI
VDUJÕOÕ QXPXQH
'LFOH hQLYHUVLWHVL
/DERUDWXDUÕQGD HNVHQHO \N DOWÕQGD EDVÕQo
deneyine tabi tutuldu.
$UDúWÕUPDbXOJXODUÕ
Silindir
beton
numunelere
uygulanan
\NOHPHQLQ KÕ]Õ GD\DQÕPÕ YH QXPXQHOHULQ
J|VWHUPLú ROGX÷X HNVHQHO YH
oDSVDO
GHIRUPDV\RQ GH÷HUOHUL QXPXQHOHULQ |QFHGHQ
LVLPOHQGLULOGLNOHUL VHPEROOHUOH YHULOPLúWLU
(Tablo1). LaboratuarGD HNVHQHO \N DOWÕQGD
EDVÕQoGHQH\LQHWDELWXWXOan 150mm oDSÕQGDve
PPX]XQOX÷XQGDki standart silindir numune
NDOÕSODUdan elde edilen 10 adet numuneden 4
VDUJÕVÕ] QXPXQHQLQ LON \NOHPHGHNL GD\DQÕP
%DúOÕNODUÕ NXUX\DQ QXPXQHOHU ODERUDWXDUGD GH÷HUOHUL JUDILNVHORODUDNYHULOPLúWLUùekil 8).
VDUJÕVÕ]WHNNDWVDUJÕOÕ YHoLIWNDWVDUJÕOÕROPDN
]HUH JUXSODUD D\UÕODUDN GHQH\ LoLQ KD]ÕUODQGÕ
%X QXPXQHOHUGHQ VÕUDVÕ\OD NDUERQ HO\DI
VDUJÕODPD LúOHPL X\JXODQPD\DQ numuneler
DUGÕQGDQ WHN NDW VDUJÕOÕ YH VRQ RODUDN oLIW NDW
VDUJÕOÕ QXPXQHOHU GHQH\H DOÕQDUDN \N DOWÕQGD
yenilmeleUL YH \HQLOLUNHQNL GDYUDQÕúODUÕ
incelendi 'HQH\ HVQDVÕQGD HNVHQHO \N DOWÕQGD
yenilen silindir numunenin boyunda ve oDSÕQGD
PH\GDQDJHOHFHNGHIRUPDV\RQGH÷HUOHULQLQHOGH
HGLOHELOPHVL LoLQ, numuneye enine ve boyuna
ROPDN ]HUH DGHW WUDQVGXFHU YLGDODU
yaUGÕPÕ\OD numuneye sabitlenen ve numune ile
beraber hareket eden oHOLN ELU DSDUDWD PRQWH
edildi (ùekil 7).
8
9
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SZ-300/1
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Numune isimleri
)/Z>/<
YÜKLEME HIZI KN/s
P1 (KN)
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˒dž1 (% Ax)
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YÜKLEME HIZI KN/s
P2 (KN)
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Tablo 1. 6LOLQGLUEHWRQQXPXQHOHULQGHQH\VRQXoODUÕ
Karbon elyaf ile betonun güçlendirilmesi
K. V. Çelik, H. KDUDúLQ
ORTALAMA
PP |OoOHULQGHNL NDOÕSODUGDQ HOGH
edilen sLOLQGLU EHWRQ QXPXQHGHQ VDUJÕVÕ]
QXPXQHQLQWHNNDWVDUJÕOÕQXPXQHQLQYHoLIW
NDW VDUJÕOÕ QXPXQHQLQ \HQLOPH GD\DQÕP
GH÷HUOHULQLQ RUWDODPDODUÕ YH \HQLOPH \NOHUL YH
yenilme GD\DQÕPODUÕYHULOPLúWLU ùekil 11).
P1ort. (KN)
ʍϭort. (MPA)
ϭϱϬΎϯϬϬ^7>7E7ZEhDhE>Z7E7><zE7>D^KEZ^/)Z>Z7E7EKZd>D>Z/
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dĞŬŬĂƚƐĂƌŐŦůŦ
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ùHNLO8. 6DUJÕøúOHPL8\JXODQPD\DQ6LOLQGLU
Numuneler
7HN NDW VDUJÕOÕ RODQ DGHW VLOLQGLU QXPXQHQLQ
LON \NOHPHGHNL GD\DQÕP GH÷HUOHUL JUDILNVHO
RODUDNYHULOPLúWLU(ùekil 9).
ùHNLO9. Tek Kat 6DUJÕøúOHPL8\JXODQDQ6LOLQGLU
Numuneler
ùHNLO6LOLQGLU1XPXQHOHULQøON<NOHPHGHNL
<HQLOPH<NOHULQLQ2UWDODPDODUÕ
Sonuçlar
dLIW NDW VDUJÕOÕ RODQ DGHW VLOLQGLU QXPXQHQLQ %X oDOÕúPDGD KD]ÕU EHWRQ VDQWUDOLQGHQ WHPLQ
LON \NOHPHGHNL GD\DQÕP GH÷HUOHUL JUafiksel edilen oDSÕPPX]XQOX÷XPPRODQ
adet standart silindir beton numune ve bir
RODUDNYHULOPLúWLUùekil 10).
ELQDGDQ DOÕQDQ 9 adet karot numune test
HGLOPLúWLU %X QXPXQHOHULQ ELU NÕVPÕ VDUJÕVÕ]
6=ROPDN]HUHELUNÕVPÕWHNNDWNDUERQHO\DI
LOH VDUÕODUDN 6/ YH GL÷HUOHUL oLIW kat karbon
HO\DI LOH VDUÕODUDN 6/ ODERUDWXDU RUWDPÕQGD
GHQH\H DOÕQPÕúWÕU 'HQH\OHU QHWLFHVLQGH
QXPXQHOHULQ NÕUÕOPD \NOHUL YH GD\DQÕP
GH÷HUOHUL
LQFHOHQGL÷LQGH
VDUJÕODQDUDN
JoOHQGLULOHQ
QXPXQHOHU
VDUJÕODQPD\DQ
QXPXQHOHUH QD]DUDQ EHNOHQGL÷L JLEL KHP
mukDYHPHWKHPGHVQHNOLOLNEDNÕPÕQGDQGDKD
L\LELUGD\DQÕPJ|VWHUPLúWLU
ùHNLO10dLIW.DW6DUJÕøúOHPL8\JXODQDQ
Silindir Numuneler
(QHUML WNHWPH NDSDVLWHVL RODUDN NDEXO HGLOHQ
oDSVDO GHIRUPDV\RQ PLNWDUÕ HO\DI LOH
10
Karbon elyaf ile betonun güçlendirilmesi
güçlendirilen numunelerin güçlendirilmeyen Buyukozturk, O. and Hearing, B.,(1998). Failure
Behavior of Precracked Concrete Beams
QXPXQHOHUH RUDQOD EHNOHQGL÷L JLEL GDKD ID]OD
Retrofitted with FRP, ASCE Journal of
ROGX÷X tespiW HGLOPLúWLU Bu sonuçlar karbon
Composites for Construction, Vol. 2, No. 3, pp.
HO\DIÕQHSRNVLLOHNDWÕODúPDVÕ VRQXFX\NDOWÕQGD
138-144.
GHIRUPH RODUDN JHQOHúPHN LVWH\HQ QXPXQH\L
Celep, Z. ve Kumbasar, N., (2000). Deprem
WXWWX÷XYHHQJHOROGX÷XDQFDNHO\DIÕQ\ÕUWÕODUDN
0KHQGLVOL÷LQH*LULúYH'HSUHPH'D\DQÕNOÕ<DSÕ
numuneyi serbest EÕUDNPDVÕ VRQXFX QXPXQHQLQ
7DVDUÕPÕ%HWD'D÷ÕWÕPøVWDQEXO
DQLGHQPDUX]NDOGÕ÷ÕID]OD\NDOWÕQGD yenilerek 'HPLUHO % YH *|QHQ 7, (2007). Karbon Fiber
GDKD ID]OD oDSVDO GHIRUPDV\RQD X÷UDGÕ÷Õ
7DNYL\HOL %HWRQGD )UDNOÕ )LEHU %R\XQXQ
J|]OHPOHQPLúWLU.
Kapilariteye Etkisi, )ÕUDW h '$80 'HUJLVL, 6
(1), s. 12.
KDUERQ HO\DI VDUJÕODQPD\DQ WHN NDW NDUERQ Ersoy, U., (2007). %HWRQDUPH<DSÕODUÕQ2QDUÕPÕYH
*oOHQGLULOPHVL 8\JXODPD YH $UDúWÕUPDODU, 6.
HO\DI VDUJÕODQDQ YH oLIW NDW NDUERQ HO\DI
8OXVDO 'HSUHP 0KHQGLVOL÷L .RQIHUDQVÕ
VDUJÕODQDQQXPXQHOHULQNHQGLDUDODUÕQGDNÕUÕOPD
øVWDQEXO
\NOHULQLQYHGD\DQÕPGH÷HUOHULQLQRUWDODPDODUÕ
bulunmXúWXU Silindir beton numunelerin øONL $ ve Kumbasar, N., (2002). Karbon Lif
7DNYL\HOL3ROLPHU.RPSR]LW0DO]HPHLOH+DVDUOÕ
RUWDODPD GH÷HUOHUL LQFHOHQGL÷LQGH NDUERQ HO\DI
%HWRQDUPH
(OHPDQODUÕQ
2QDUÕP
YH
ile VDUJÕODQDQ numunelerGH ND\GD GH÷HU
*oOHQGLULOPHVL ø02 Teknik Dergi, s. 2598GD\DQÕP DUWÕúÕQÕQ GD VD÷ODQGÕ÷Õ belirgin olarak
2616.
RUWD\DoÕNDUPÕúWÕU
.DUDúLQ + gQF 0 YH <ÕOPD] 6 (2010). Cfrp
7HúHNNU
Yazarlar,
'h%$3¶ÕQ 10-MF-108
nolu
projePL]H VD÷ODGÕ÷Õ desteNOHULQGHQ GROD\Õ
WHúHNNUHGHUOHU
Kaynaklar
AUÕR÷OX, E. ve AUÕR÷OX, N., (1998). Üst ve Alt
<DSÕODUGD
Beton
Karot
Deneyleri
ve
'H÷HUOHQGLUPHVL(YULP<D\ÕQHYLøVWDQEXO
Akdere, K., (2006). dLIW (÷ULOLNOL %HWRQDUPH
.RORQODUÕQ.DUERQ)LEHU(O\DIùHULWOHULQBoyuna
YH (QLQH 'RQDWÕ 2ODUDN .XOODQÕOPDVÕ <ROX LOH
*oOHQGLULOPHVL YH 2QDUÕOPDVÕ, <NVHN /LVDQV
Tezi, *D]L hQLYHUVLWHVL )HQ %LOLPOHUL (QVWLWV,
Ankara.
11
øOH*oOHQGLULOPLú.HVLWOHULQ7HNUDUODQDQ<NOHU
$OWÕQGDNL 'DYUDQÕúÕ E-Journal of New World
Sciences Academy, Vol. 5, No. 3, pp. 130613114,
Mert, N. Ve Elmas, M. (2007). Fiber Takviyeli
3ROLPHUOH *oOHQGLULOHQ %HWRQDUPH .LULúOHULQ
'R÷UXVDO2OPD\DQ$QDOL]L8OXVODUDUDVÕ'HSUHP
Sempozyumu, Kocaeli.
g]FDQ =, (2005) %HWRQDUPH .LULúOHULQ .RPSR]LW
0DO]HPHOHU LOH *oOHQGLULOPHVL Deprem
Sempozyumu, Kocaeli.
ùLPúHN, O., ( 2004). Beton ve Beton Teknolojisi,
6HoNLQ<D\ÕQODUÕ, Ankara.
7DúGHPLU0$YHg]NXO0+, (2002). Betonarme
<DSÕODUGD 2QDUÕP YH *oOHQGLUPH 0DO]HPHOHUL
-Prof. 'U.HPDOg]GHQL$QPD6HPLQHUL ø7hV
177-204.
mühendislik
kderg
k
dergi
ergi
mühendislikdergisi
Dicle Üniversitesi
Mühendislik Fakültesi
12
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