{"id":1468,"date":"2017-07-22T16:32:42","date_gmt":"2017-07-22T13:32:42","guid":{"rendered":"https:\/\/bakiacil.com\/?p=1468"},"modified":"2021-08-17T00:32:23","modified_gmt":"2021-08-16T21:32:23","slug":"zemin-siniflandirmasi-ders-notlari","status":"publish","type":"post","link":"https:\/\/bakiacil.com\/en\/zemin-siniflandirmasi-ders-notlari.html","title":{"rendered":"Zemin S\u0131n\u0131fland\u0131rmas\u0131 Ders Notlar\u0131"},"content":{"rendered":"\n

M\u00fchendislik Jeolojisi Uygulamas\u0131<\/strong><\/p>\n\n\n\n

Bir baraj yerinde a\u00e7\u0131lacak olan \u00e7evirme t\u00fcnelinde yap\u0131lan sondajlarda gnays kesilmi\u015ftir. T\u00fcnel \u00e7ap\u0131 5 metre olarak planlanm\u0131\u015ft\u0131r. Gnaysda RQD %80, tek eksenli basma dayan\u0131m\u0131 125 MPa bulunmu\u015ftur. S\u00fcreksizlik \u00e7al\u0131\u015fmalar\u0131na g\u00f6re; orta derecede eklem seti say\u0131s\u0131 3, eklem duvarlar\u0131 sert, az ayr\u0131\u015fm\u0131\u015f, p\u00fcr\u00fczl\u00fc-d\u00fczensiz ve dalgal\u0131 olup eklemler aras\u0131ndaki a\u00e7\u0131kl\u0131k (ayr\u0131lma) 1.0 mm’den azd\u0131r.<\/p>\n\n\n\n\n\n\n\n

Hakim eklem tak\u0131m\u0131 t\u00fcnel eksenine paralel olup, e\u011fimi 55\u00b0 dir Ortalama eklem aral\u0131\u011f\u0131 320 mm’dir. T\u00fcnelin her 10 metresine gelen su miktar\u0131 80 l\/dk olarak tespit edilmi\u015f olup, yakla\u015f\u0131k su bas\u0131nc\u0131 0.45 MPa’d\u0131r. Eklem bo\u015fluklar\u0131nda dolgu malzemesi olarak yumu\u015fayabilen ve \u015fi\u015febilen kil g\u00f6zlenmi\u015ftir. Killi malzemenin su gelimi esnas\u0131nda yer yer y\u0131kanarak uzakla\u015ft\u0131\u011f\u0131 tespit edilmi\u015ftir. Gnaysta gerilme orta derecede olup, uygun gerilme ko\u015fullar\u0131n\u0131 sa\u011flamaktad\u0131r.<\/p>\n\n\n\n

Bu verilere g\u00f6re, granit i\u00e7in RMR ve Q kaya k\u00fctlesi s\u0131n\u0131flamalar\u0131n\u0131 yaparak; gerekli destek sistemini Q’ya g\u00f6re \u00f6neriniz. T\u00fcnelin desteksiz olarak ayakta durabilmesi i\u00e7in en b\u00fcy\u00fck a\u00e7\u0131kl\u0131k ka\u00e7 metre olmal\u0131d\u0131r? T\u00fcnelin kaz\u0131 geni\u015fli\u011finin 7.5 m olmas\u0131 durumunda uygulanacak olan kaya bulonu uzunlu\u011fu (L)’nu hesaplay\u0131n\u0131z.<\/p>\n\n\n

KAYA K\u00dcTLE SINIFLAMALARI<\/strong>
<\/span><\/p>\n

Kaya k\u00fctlesi kavram\u0131 bir b\u00fct\u00fcn olarak ele al\u0131nd\u0131\u011f\u0131nda, kaya\u00e7, sa\u011flam kaya (ta\u015f) ve s\u00fcreksizlikleri ifade etmektedir. Bu birimlerin fiziksel ve jeomekanik \u00f6zellikleri birbirinden farkl\u0131 olup, k\u00fctlenin genel davran\u0131\u015f\u0131n\u0131 etkilemektedir. Hemen her t\u00fcrl\u00fc kaya m\u00fchendisli\u011fi ile ilgili yap\u0131da k\u00fctlenin s\u0131n\u0131fland\u0131r\u0131lmas\u0131, projelendirme, tasar\u0131m ve gerekirse iyile\u015ftirme a\u00e7\u0131s\u0131ndan \u00f6nemlidir.
<\/span><\/p>\n

a. Ta\u015f (sa\u011flam kaya-intact rock)<\/strong>
<\/span><\/p>\n

Kaya k\u00fctlesi i\u00e7inde herhangi bir s\u00fcreksizlik taraf\u0131ndan kesilmemi\u015f en k\u00fc\u00e7\u00fck kaya par\u00e7as\u0131d\u0131r. Dayan\u0131m\u0131 kaya ve s\u00fcreksizliklerden fazlad\u0131r.
<\/span><\/p>\n

b. Kaya (Rock)<\/strong>
<\/span><\/p>\n

Sa\u011flam ve zay\u0131f kaya par\u00e7alar\u0131, bloklar ve bozunmu\u015f\/ayr\u0131\u015fm\u0131\u015f kaya olarak tan\u0131mlanabilir. K\u00fctlenin genel davran\u0131\u015f\u0131 da bu birimlerin birbirlerine g\u00f6re olan davran\u0131\u015flar\u0131 ile temsil edilir.
<\/span><\/p>\n

c. S\u00fcreksizlik (Discontinuity)<\/strong>
<\/span><\/p>\n

Jeolojik anlamda farkl\u0131 fiziksel ortamlar\u0131 birbirinden ay\u0131ran zay\u0131fl\u0131k d\u00fczlemlerinin (fay, tabaka d\u00fczlemi, \u015fistozite, folyasyon, klivaj, vs.) genel ad\u0131d\u0131r. S\u00fcreksizliklerin \u00f6zellikleri, konumlar\u0131 ve da\u011f\u0131l\u0131mlar\u0131 kaya k\u00fctlesi davran\u0131\u015f\u0131n\u0131 \u00f6nemli derecede etkiler. K\u00fctle i\u00e7indeki s\u00fcreksizliklerin tan\u0131mlanmas\u0131nda; s\u00fcreksizliklerin t\u00fcr\u00fc, aral\u0131\u011f\u0131, a\u00e7\u0131kl\u0131\u011f\u0131, s\u0131kl\u0131\u011f\u0131, y\u00fczeylerin durumu, devaml\u0131l\u0131\u011f\u0131, dolgu durumu, ayr\u0131\u015fma ve su durumu gibi bir \u00e7ok etken rol oynar. Arazide yap\u0131lan hat, pencere vb gibi \u00e7al\u0131\u015fmalar yan\u0131nda sondaj verileri de kapsaml\u0131 olarak incelenmelidir. Sondajdan al\u0131nan karot \u00f6rneklerinin tan\u0131mlanmas\u0131 ve jeoteknik loglama yap\u0131lmas\u0131 s\u0131ras\u0131nda kullan\u0131lan kavramlar a\u015fa\u011f\u0131da k\u0131saca a\u00e7\u0131klanm\u0131\u015ft\u0131r.
<\/span><\/p>\n

– Kaya Kalite G\u00f6stergesi (RQD-Rock Quality Designation)<\/strong>
<\/span><\/p>\n

Kaya k\u00fctlesi tan\u0131mlamalar\u0131nda s\u0131kl\u0131kla kullan\u0131lan bir girdi olup, ilk olarak (Deere, 1964) taraf\u0131ndan geli\u015ftirilmi\u015ftir. RQD (%), sondajda boyu 10 cm’den fazla olan sa\u011flam karotlar\u0131n toplam uzunlu\u011funun kademe ilerlemesine oran\u0131 olarak tan\u0131mlanm\u0131\u015ft\u0131r (\u015eekil 1). RQD’ye dayal\u0131 kaya kalitesi s\u0131n\u0131flamas\u0131 \u00c7izelge 1’de verilmi\u015ftir.
<\/span><\/p>\n<\/colgroup>\n\n\n\n\n\n\n\n
RQD, %<\/span><\/td>\nKaya kalitesi<\/span><\/td>\n<\/tr>\n
0-25<\/span><\/td>\nA : \u00c7ok d\u00fc\u015f\u00fck<\/span><\/td>\n<\/tr>\n
25-50<\/span><\/td>\nB : D\u00fc\u015f\u00fck<\/span><\/td>\n<\/tr>\n
50-75<\/span><\/td>\nC : Orta<\/span><\/td>\n<\/tr>\n
75-90<\/span><\/td>\nD : \u0130yi<\/span><\/td>\n<\/tr>\n
90-100<\/span><\/td>\nE : \u00c7ok iyi<\/span><\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

\u00c7izelge 1. RQD kaya kalite s\u0131n\u0131flamas\u0131 (Deere, 1964)
<\/span><\/p>\n

\"\"<\/a>
<\/span><\/p>\n

\u015eekil 1. RQD tan\u0131m\u0131 ve hesaplanmas\u0131 (Deere, 1964)
<\/span><\/p>\n

-Tek Eksenli Basma Dayan\u0131m\u0131<\/strong>
<\/span><\/p>\n

Bir \u00e7ok s\u0131n\u0131flamada girdi olarak kullan\u0131l\u0131r. Sondaj karotlar\u0131ndan boy\/\u00e7ap oran\u0131 2-2.5 olacak \u015fekilde \u00fcst ve alt\u0131 d\u00fczeltilerek haz\u0131rlanan \u00f6rneklerde deney yap\u0131larak tek eksenli basma dayan\u0131m\u0131 (\u03c3c) elde edilir. Deney yap\u0131lamayan durumlarda nokta y\u00fck indeksi de\u011ferinden de faydalan\u0131labilir. \u00c7izelge 2’de s\u0131n\u0131flama ve tan\u0131mlar verilmi\u015ftir (Deere&Miller, 1966)
<\/span><\/p>\n<\/colgroup>\n\n\n\n\n\n\n\n
\n

S\u0131n\u0131f<\/span><\/p>\n<\/td>\n

\n

\u03c3c (kg\/cm\u00b2)<\/span><\/p>\n<\/td>\n

\n

Tan\u0131m<\/span><\/p>\n<\/td>\n<\/tr>\n

\n

A<\/span><\/p>\n<\/td>\n

\n

>2000<\/span><\/p>\n<\/td>\n

\n

\u00c7ok y\u00fcksek diren\u00e7li<\/span><\/p>\n<\/td>\n<\/tr>\n

\n

B<\/span><\/p>\n<\/td>\n

\n

1000-2000<\/span><\/p>\n<\/td>\n

\n

Y\u00fcksek diren\u00e7li<\/span><\/p>\n<\/td>\n<\/tr>\n

\n

C<\/span><\/p>\n<\/td>\n

\n

500-1000<\/span><\/p>\n<\/td>\n

\n

Orta diren\u00e7li<\/span><\/p>\n<\/td>\n<\/tr>\n

\n

D<\/span><\/p>\n<\/td>\n

\n

250-500<\/span><\/p>\n<\/td>\n

\n

D\u00fc\u015f\u00fck diren\u00e7li<\/span><\/p>\n<\/td>\n<\/tr>\n

\n

E<\/span><\/p>\n<\/td>\n

\n

<500<\/span><\/p>\n<\/td>\n

\n

\u00c7ok d\u00fc\u015f\u00fck diren\u00e7li<\/span><\/p>\n<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

\u00c7izelge 2. Tek eksenli basma dayan\u0131m\u0131na g\u00f6re s\u0131n\u0131fland\u0131rma
<\/span><\/p>\n

SINIFLAMA S\u0130STEMLER\u0130<\/strong>
<\/span><\/p>\n

1. Kaya K\u00fctlesi Oran\u0131 (RMR-Rock Mass Rating)<\/strong>
<\/span><\/p>\n

Jeomekanik kaya k\u00fctle s\u0131n\u0131flamas\u0131 olarak da bilinen sistem, ilk defa Bienawski (1973) taraf\u0131ndan geli\u015ftirilmi\u015f ve 1974, 1979 ve son olarak da 1989’da de\u011fi\u015fikliklere u\u011fram\u0131\u015ft\u0131r. Sistemin uygulanmas\u0131nda, proje alan\u0131ndaki kaya k\u00fctlesi yap\u0131sal alt birimlere ayr\u0131l\u0131r ve birimle ayr\u0131 de\u011ferlendirilir. \u00c7izelge 3, 4, 5, 6 ve 7’de s\u0131n\u0131flamada kullan\u0131lan de\u011fi\u015fkenlerin s\u0131n\u0131r de\u011ferleri ve tan\u0131mlamalar\u0131 verilmi\u015ftir. Kaya k\u00fctlesinde hesaplanan RMR puan\u0131 ve kaz\u0131 a\u00e7\u0131kl\u0131\u011f\u0131na g\u00f6re t\u00fcnel desteksiz ayakta kalma s\u00fcresi ili\u015fkisi \u015eekil 2’de verilmi\u015ftir. D\u00fcz tavanl\u0131 yeralt\u0131 a\u00e7\u0131kl\u0131klar\u0131nda destek bas\u0131nc\u0131n\u0131 hesaplamak i\u00e7in a\u015fa\u011f\u0131daki e\u015fitlik \u00f6nerilmi\u015ftir (Unal, 1983)
<\/span><\/p>\n

pv = [(100-RMR)\/100].\u03b3.B (B-t\u00fcnel geni\u015fli\u011fi, \u03b3-kayac\u0131n birim a\u011f\u0131rl\u0131\u011f\u0131) (2)
<\/span><\/p>\n

\"\"<\/a>
<\/span><\/p>\n

\u00c7izelge 3. S\u0131n\u0131flama de\u011fi\u015fkenleri ve puanlamalar\u0131S\u0131n\u0131fland\u0131rma hesab\u0131 zor gibi g\u00f6r\u00fcn\u00fcyor olsada olduk\u00e7a kolaydir. Hesaplama “Kaya dayan\u0131m\u0131 (mpa) puan\u0131 + RQD (rock quality desingnation) puan\u0131 + s\u00fcreksizlik aral\u0131\u011f\u0131 puan\u0131 (sp=spacing of discontinuities) + s\u00fcreksizlik durumu puan\u0131 (CD=condition of discontinuities) + yeralt\u0131 suyu durumu puan\u0131 (GW=graundwater)” \u015feklinde yap\u0131l\u0131r ancak unal 1983 bu hesaplamaya ek olarak \u00e7izelge 4, 5, de g\u00f6sterilen d\u00fczeltmeleri de puanlamaya ekleyerek puan d\u00fczeltmeleinde bulunmu\u015ftur.
<\/span><\/p>\n<\/colgroup>\n\n\n\n\n\n\n
\n

Do\u011frultu t\u00fcnel eksenine dik<\/span><\/p>\n<\/td>\n

\n

Do\u011frultu t\u00fcnel eksenine paralel<\/span><\/p>\n<\/td>\n

\n

E\u011fim 0\u00b0-20\u00b0
<\/span><\/p>\n

aras\u0131nda
<\/span><\/p>\n

(do\u011frultudan ba\u011f\u0131ms\u0131z)<\/span><\/p>\n<\/td>\n<\/tr>\n

\n

E\u011fim y\u00f6n\u00fcnde ilerleme<\/span><\/p>\n<\/td>\n

\n

E\u011fime kar\u015f\u0131 ilerleme<\/span><\/p>\n<\/td>\n<\/tr>\n

\n

E\u011fim
<\/span><\/p>\n

45\u00b0-90\u00b0<\/span><\/p>\n<\/td>\n

\n

E\u011fim
<\/span><\/p>\n

20\u00b0-45\u00b0<\/span><\/p>\n<\/td>\n

\n

E\u011fim
<\/span><\/p>\n

45\u00b0-90\u00b0<\/span><\/p>\n<\/td>\n

\n

E\u011fim
<\/span><\/p>\n

20\u00b0-45\u00b0<\/span><\/p>\n<\/td>\n

\n

E\u011fim
<\/span><\/p>\n

45\u00b0-90\u00b0<\/span><\/p>\n<\/td>\n

\n

E\u011fim
<\/span><\/p>\n

45\u00b0-90\u00b0<\/span><\/p>\n<\/td>\n<\/tr>\n

\n

\u00c7ok uygun<\/span><\/p>\n<\/td>\n

\n

Uygun<\/span><\/p>\n<\/td>\n

\n

Orta<\/span><\/p>\n<\/td>\n

\n

Uygun de\u011fil<\/span><\/p>\n<\/td>\n

\n

Uygun de\u011fil<\/span><\/p>\n<\/td>\n

\n

Hi\u00e7 uygun de\u011fil<\/span><\/p>\n<\/td>\n

\n

Orta<\/span><\/p>\n<\/td>\n<\/tr>\n

\n

0<\/strong><\/span><\/p>\n<\/td>\n

\n

-2<\/strong><\/span><\/p>\n<\/td>\n

\n

-5<\/strong><\/span><\/p>\n<\/td>\n

\n

-10<\/strong><\/span><\/p>\n<\/td>\n

\n

-10<\/strong><\/span><\/p>\n<\/td>\n

\n

-12<\/strong><\/span><\/p>\n<\/td>\n

\n

-5<\/strong><\/span><\/p>\n<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

\u00c7izelge 4. T\u00fcnellerde S\u00fcreksizlik durumunun etkisi
<\/span><\/p>\n<\/colgroup>\n\n\n\n\n\n
\n

Do\u011frultu, e\u011fim<\/span><\/p>\n<\/td>\n

\n

\u00c7ok uygun<\/span><\/p>\n<\/td>\n

\n

Uygun<\/span><\/p>\n<\/td>\n

\n

Orta<\/span><\/p>\n<\/td>\n

\n

Uygun de\u011fil<\/span><\/p>\n<\/td>\n

\n

Hi\u00e7 uygun de\u011fil<\/span><\/p>\n<\/td>\n<\/tr>\n

\n

Puan<\/span><\/p>\n<\/td>\n

\n

T\u00fcnel<\/strong><\/span><\/p>\n<\/td>\n

\n

0<\/strong><\/span><\/p>\n<\/td>\n

\n

-2<\/strong><\/span><\/p>\n<\/td>\n

\n

-5<\/strong><\/span><\/p>\n<\/td>\n

\n

-10<\/strong><\/span><\/p>\n<\/td>\n

\n

-12<\/strong><\/span><\/p>\n<\/td>\n<\/tr>\n

\n

Temel<\/span><\/p>\n<\/td>\n

\n

0<\/span><\/p>\n<\/td>\n

\n

-2<\/span><\/p>\n<\/td>\n

\n

-7<\/span><\/p>\n<\/td>\n

\n

-15<\/span><\/p>\n<\/td>\n

\n

-25<\/span><\/p>\n<\/td>\n<\/tr>\n

\n

\u015eev<\/span><\/p>\n<\/td>\n

\n

0<\/span><\/p>\n<\/td>\n

\n

-5<\/span><\/p>\n<\/td>\n

\n

-25<\/span><\/p>\n<\/td>\n

\n

-50<\/span><\/p>\n<\/td>\n

\n

-60<\/span><\/p>\n<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

\u00c7izelge 5. S\u00fcreksizlik durumuna g\u00f6re d\u00fczeltme
<\/span><\/p>\n

Elde edilen puan \u00e7izelge 6 da s\u0131n\u0131f de\u011ferini belirlemektedir. Bu s\u0131n\u0131f de\u011feri ise \u00e7izelge 7 de kaya k\u00fctlesi s\u0131n\u0131rlar\u0131n\u0131n ne anlama geldi\u011fini belirtmektedir. Ancak bu tan\u0131m d\u0131\u015f\u0131nda hesaplanan RMR puan\u0131 ve kaz\u0131 a\u00e7\u0131kl\u0131\u011f\u0131na g\u00f6re t\u00fcnel desteksiz ayakta kalma s\u00fcresi ili\u015fkisi \u015eekil 2’de verilmi\u015ftir.
<\/span><\/p>\n<\/colgroup>\n\n\n\n\n
\n

S\u0131n\u0131f<\/p>\n<\/td>\n

\n

I<\/p>\n<\/td>\n

\n

II<\/p>\n<\/td>\n

\n

III<\/p>\n<\/td>\n

\n

IV<\/p>\n<\/td>\n

\n

V<\/p>\n<\/td>\n<\/tr>\n

\n

Tan\u0131m<\/p>\n<\/td>\n

\n

\u00c7ok iyi kaya<\/p>\n<\/td>\n

\n

\u0130yi kaya<\/p>\n<\/td>\n

\n

Orta kaya<\/p>\n<\/td>\n

\n

Zay\u0131f kaya<\/p>\n<\/td>\n

\n

\u00c7ok zay\u0131f kaya<\/p>\n<\/td>\n<\/tr>\n

\n

Puan<\/strong><\/p>\n<\/td>\n

\n

100 \u219081<\/strong><\/p>\n<\/td>\n

\n

80 \u219061<\/strong><\/p>\n<\/td>\n

\n

60 \u219041<\/strong><\/p>\n<\/td>\n

\n

40 \u219021<\/strong><\/p>\n<\/td>\n

\n

< 20<\/strong><\/p>\n<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

\u00c7izelge 6. Kaya s\u0131n\u0131f ve puanlar\u0131
<\/span><\/p>\n<\/colgroup>\n\n\n\n\n\n
\n

S\u0131n\u0131f<\/p>\n<\/td>\n

\n

I<\/p>\n<\/td>\n

\n

II<\/p>\n<\/td>\n

\n

III<\/p>\n<\/td>\n

\n

IV<\/p>\n<\/td>\n

\n

V<\/p>\n<\/td>\n<\/tr>\n

\n

\u0130ksas\u0131zg\u00f6\u00e7meden
<\/span><\/p>\n

durma s\u00fcresi<\/span><\/p>\n<\/td>\n

\n

15 m a\u00e7\u0131kl\u0131k
<\/span><\/p>\n

i\u00e7in 10 y\u0131l<\/span><\/p>\n<\/td>\n

\n

8 m a\u00e7\u0131kl\u0131k
<\/span><\/p>\n

i\u00e7in 6 ay<\/span><\/p>\n<\/td>\n

\n

5 m a\u00e7\u0131kl\u0131k
<\/span><\/p>\n

i\u00e7in 1 hafta<\/span><\/p>\n<\/td>\n

\n

2.5 m a\u00e7\u0131kl\u0131k
<\/span><\/p>\n

i\u00e7in 10 saat<\/span><\/p>\n<\/td>\n

\n

0.1 m a\u00e7\u0131kl\u0131k
<\/span><\/p>\n

i\u00e7in 30 dk<\/span><\/p>\n<\/td>\n<\/tr>\n

\n

Kaya k\u00fctlesi
<\/span><\/p>\n

kohezyonu<\/span><\/p>\n<\/td>\n

\n

>400 kPa<\/span><\/p>\n<\/td>\n

\n

300-400 kPa<\/span><\/p>\n<\/td>\n

\n

250-300 kPa<\/span><\/p>\n<\/td>\n

\n

100-200 kPa<\/span><\/p>\n<\/td>\n

\n

<100 kPa<\/span><\/p>\n<\/td>\n<\/tr>\n

\n

Kaya k\u00fctlesi,\u03c6<\/span><\/p>\n<\/td>\n

\n

<45<\/span><\/p>\n<\/td>\n

\n

35-45<\/span><\/p>\n<\/td>\n

\n

25-35<\/span><\/p>\n<\/td>\n

\n

15-25<\/span><\/p>\n<\/td>\n

\n

<15<\/span><\/p>\n<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

\u00c7izelge 7. Kaya k\u00fctle s\u0131n\u0131rlar\u0131n\u0131n anlamlar\u0131
<\/span><\/p>\n

\"\"
<\/span><\/p>\n

\u015eekil 2.RMR puan\u0131na g\u00f6re tavan a\u00e7\u0131kl\u0131\u011f\u0131 ve desteksiz ayakta kalma s\u00fcresi
<\/span><\/p>\n

3. Q (NGI) Kaya K\u00fctle S\u0131n\u0131flamas\u0131<\/strong>
<\/span><\/p>\n

Q sistemi Norve\u00e7 Jeoteknik Enstit\u00fcs\u00fc’nde Barton vd (1974) taraf\u0131ndan geli\u015ftirilmi\u015ftir. \u0130skandinavya’da yakla\u015f\u0131k 200 ayr\u0131 t\u00fcnel \u00e7al\u0131\u015fmalar\u0131 sonucunda olu\u015fturulan sistem niceliksel olup, iksa tasar\u0131m\u0131na y\u00f6neliktir. 1993 ve 2002 y\u0131l\u0131nda de\u011fi\u015fikliklere u\u011fram\u0131\u015ft\u0131r.
<\/span><\/p>\n

\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0ba\u011f\u0131nt\u0131s\u0131 ile hesaplanmaktad\u0131r. (3)<\/span><\/p>\n

\u00a0<\/span><\/p>\n

RQD : Kaya kalite g\u00f6stergesi
<\/span><\/p>\n

Jn : Eklem tak\u0131m\u0131 say\u0131s\u0131
<\/span><\/p>\n

Jr : Eklem p\u00fcr\u00fczl\u00fcl\u00fck durumu
<\/span><\/p>\n

Ja : Eklem ayr\u0131\u015fma durumu
<\/span><\/p>\n

Jw : Eklemde su azaltma fakt\u00f6r\u00fc
<\/span><\/p>\n

SRF : Gerilme indirgeme fakt\u00f6r\u00fc olarak tan\u0131mlanm\u0131\u015ft\u0131r.
<\/span><\/p>\n

ESR : \u00c7izelge 8 veya e\u015fde\u011fer \u00e7ap form\u00fcl\u00fcnden)<\/p>\n

B\u00a0 : T\u00fcnel geni\u015fli\u011fi<\/p>\n

\u00a0<\/p>\n

E\u015fitlikteki ilk ifade;
<\/span><\/p>\n

    \n
  1. \n

    (RQD\/Jn) blok boyutu<\/em>,
    <\/span><\/p>\n<\/li>\n

  2. \n

    (Jr\/Ja) eklem y\u00fczeyleri ve dolgunun s\u00fcrt\u00fcnme ve p\u00fcr\u00fczl\u00fcl\u00fc\u011f\u00fc<\/em>,
    <\/span><\/p>\n<\/li>\n

  3. \n

    (Jw\/SRF) ise etken gerilme ko\u015fullar\u0131n\u0131n ifadesidir<\/em>.
    <\/span><\/p>\n<\/li>\n<\/ol>\n

    \u00a0<\/span><\/p>\n

    Q s\u0131n\u0131flama sisteminde kullan\u0131lan kavramlar a\u015fa\u011f\u0131da verilmi\u015ftir. Sistemde tan\u0131mlanan de\u011fi\u015fkenler ve puanlamalar\u0131 \u00c7izelge 9,10, 11, 12,13 ve 14’de verilmi\u015ftir.
    <\/span><\/p>\n

      \n
    • \n

      E\u015fde\u011fer \u00e7ap, De=2.(Q<\/span>0.4<\/span>) = B\/ESR \u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0(4)
      <\/span><\/p>\n<\/li>\n

    • \n

      Kaz\u0131 destek oran\u0131, ESR (\u00c7izelge 8 veya e\u015fde\u011fer \u00e7ap form\u00fcl\u00fcnden)
      <\/span><\/p>\n<\/li>\n

    • \n

      Kaya bulonu uzunlu\u011fu, L=2+0.15 (B\/ESR) \u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0(5)
      <\/span><\/p>\n<\/li>\n

    • \n

      RMR = 9.lnQ+44 ba\u011f\u0131nt\u0131s\u0131 ile s\u0131n\u0131flamalar aras\u0131nda ge\u00e7i\u015f yap\u0131labilir.\u00a0\u00a0\u00a0\u00a0(6)
      <\/span><\/p>\n<\/li>\n<\/ul>\n<\/colgroup>\n\n\n\n\n\n\n\n\n
      Kaz\u0131 tipi<\/span><\/td>\nESR<\/span><\/td>\n<\/tr>\n
      Ge\u00e7ici maden kaz\u0131lar\u0131<\/span><\/td>\n3-5<\/span><\/td>\n<\/tr>\n
      D\u00fc\u015fey bacalar
      <\/span>i. D\u00fc\u015fey kesitli
      <\/span>ii. Kare\/daire kesitli<\/span><\/td>\n      		2.5
      <\/span>2.0<\/span><\/td>\n<\/tr>\n
      Kal\u0131c\u0131 maden kaz\u0131lar\u0131, hidroelektrik ama\u00e7l\u0131 su
      <\/span>t\u00fcnelleri (\u00e7ok y\u00fcksek bas\u0131n\u00e7l\u0131 olanlar hari\u00e7), pilot t\u00fcneller, geni\u015f kaz\u0131larda giri\u015f galerileri, vs.<\/span><\/td>\n      		1.6<\/span><\/td>\n<\/tr>\n
      Depolama odalar\u0131, su ar\u0131tma tesisleri, yol ve
      <\/span>demiryolu t\u00fcnelleri, yakla\u015f\u0131m ve dalga t\u00fcnelleri<\/span><\/td>\n      		1.3<\/span><\/td>\n<\/tr>\n
      Depolama a\u00e7\u0131kl\u0131klar\u0131, g\u00fc\u00e7 istasyonlar\u0131, giri\u015f,
      <\/span>kesi\u015fme, s\u0131\u011f\u0131nak, vs<\/span><\/td>\n      		1.0<\/span><\/td>\n<\/tr>\n
      N\u00fckleer yeralt\u0131 santralleri, demiryolu
      <\/span>istasyonlar\u0131, fabrika ve halka a\u00e7\u0131k tesisler, spor tesisleri<\/span><\/td>\n      		0.8<\/span><\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

      \u00c7izelge 8. Kaz\u0131 destek oran\u0131 de\u011ferleri (Barton, et al. 1974)
      <\/span><\/p>\n<\/colgroup>\n\n\n\n\n\n\n\n
      \n

      1.Kaya tan\u0131m\u0131<\/strong><\/span><\/p>\n<\/td>\n

      		\n

      RQD,%<\/strong><\/span><\/p>\n<\/td>\n

      		\n

      Notlar<\/span><\/p>\n<\/td>\n<\/tr>\n

      \n

      A: \u00c7ok d\u00fc\u015f\u00fck<\/span><\/p>\n<\/td>\n

      		\n

      0-25<\/span><\/p>\n<\/td>\n

      		\n

      1. 0<RQD<10 olursa
      <\/span><\/p>\n

      hesaplamada pratik olrak 10 al\u0131n\u0131r<\/span><\/p>\n<\/td>\n<\/tr>\n

      \n

      B: D\u00fc\u015f\u00fck<\/span><\/p>\n<\/td>\n

      		\n

      25-50<\/span><\/p>\n<\/td>\n<\/tr>\n

      \n

      C: Orta<\/span><\/p>\n<\/td>\n

      		\n

      50-75<\/span><\/p>\n<\/td>\n<\/tr>\n

      \n

      D: \u0130yi<\/span><\/p>\n<\/td>\n

      		\n

      75-90<\/span><\/p>\n<\/td>\n<\/tr>\n

      \n

      E: \u00c7ok iyi<\/span><\/p>\n<\/td>\n

      		\n

      90-100<\/span><\/p>\n<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

      \u00c7izelge 9. RQD de\u011fer aral\u0131klar\u0131 ve puanlar\u0131
      <\/span><\/p>\n<\/colgroup>\n\n\n\n\n\n\n\n\n\n\n\n
      2. Eklem tak\u0131m\u0131 say\u0131s\u0131<\/strong><\/td>\n\n

      Jn<\/strong><\/p>\n<\/td>\n

      		\n

      Notlar<\/p>\n<\/td>\n<\/tr>\n

      A: Masif hi\u00e7 veya birka\u00e7 eklem<\/td>\n\n

      0.5-1.0<\/p>\n<\/td>\n

      		\n

      Kesi\u015fmede (3 x Jn<\/sub>) Portalda (2 x Jn<\/sub>) al\u0131n\u0131r.<\/p>\n<\/td>\n<\/tr>\n

      B: Bir eklem tak\u0131m\u0131<\/td>\n\n

      2<\/p>\n<\/td>\n<\/tr>\n

      C: Bir eklem tak\u0131m\u0131, d\u00fczensiz eklemler<\/td>\n\n

      3<\/p>\n<\/td>\n<\/tr>\n

      D: \u0130ki eklem tak\u0131m\u0131<\/td>\n\n

      4<\/p>\n<\/td>\n<\/tr>\n

      E: \u0130ki eklem tak\u0131m\u0131, d\u00fczensiz eklemler<\/td>\n\n

      6<\/p>\n<\/td>\n<\/tr>\n

      F: \u00dc\u00e7 eklem tak\u0131m\u0131<\/td>\n\n

      9<\/p>\n<\/td>\n<\/tr>\n

      G: \u00dc\u00e7 eklem tak\u0131m\u0131, d\u00fczensiz eklemler<\/td>\n\n

      12<\/p>\n<\/td>\n<\/tr>\n

      H: D\u00f6rt veya fazla eklem tak\u0131m\u0131, d\u00fczensiz \u00e7ok eklemli<\/td>\n\n

      15<\/p>\n<\/td>\n<\/tr>\n

      J: Tamamen ufalanm\u0131\u015f kaya, zemin gibi<\/td>\n\n

      20<\/p>\n<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

      \u00c7izelge 10.Eklem tak\u0131m\u0131 say\u0131s\u0131 puanlar\u0131 ve tan\u0131mlar\u0131
      <\/span><\/p>\n<\/colgroup>\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n
      3. Eklem p\u00fcr\u00fczl\u00fcl\u00fc\u011f\u00fc<\/strong><\/td>\n\n

      Jr<\/strong><\/p>\n<\/td>\n

      		\n

      Notlar<\/p>\n<\/td>\n<\/tr>\n

      (a) Eklem y\u00fczeyleri temasta veya<\/em><\/td>\n\u00a0<\/td>\n\n

      Ortalama eklem aral\u0131\u011f\u0131 3m’den fazla ise de\u011ferlere 1 eklenmelidir<\/p>\n

      Makaslama izleri olan d\u00fczlemsel cilal\u0131 eklemlerde Jr de\u011feri 1.5 al\u0131nabilir<\/p>\n<\/td>\n<\/tr>\n

      (b) Temas\u0131n 10 cm’den az bir makaslama ile<\/em>\n

      \u00a0<\/p>\n

      sa\u011flanmas\u0131<\/em><\/p>\n<\/td>\n<\/tr>\n

      A: S\u00fcreksiz eklemler<\/td>\n\n

      4<\/p>\n<\/td>\n<\/tr>\n

      B: Dalgal\u0131-p\u00fcr\u00fczl\u00fc<\/td>\n\n

      3<\/p>\n<\/td>\n<\/tr>\n

      C: Dalgal\u0131-d\u00fcz<\/td>\n\n

      2<\/p>\n<\/td>\n<\/tr>\n

      D: Dalgal\u0131-cilal\u0131<\/td>\n\n

      1.5<\/p>\n<\/td>\n<\/tr>\n

      E: D\u00fczlemsel-p\u00fcr\u00fczl\u00fc<\/td>\n\n

      1.5<\/p>\n<\/td>\n<\/tr>\n

      F D\u00fczlemsel-d\u00fcz<\/td>\n\n

      1.0<\/p>\n<\/td>\n<\/tr>\n

      G: D\u00fczlemsel-cilal\u0131<\/td>\n\n

      0.5<\/p>\n<\/td>\n<\/tr>\n

      (c) Makaslamada duvarla temas yok<\/em><\/td>\n\u00a0<\/td>\n<\/tr>\n
      H: Kaya duvar\u0131 temas\u0131n\u0131 \u00f6nleyecek kal\u0131nl\u0131kta kil\n

      \u00a0<\/p>\n

      mineralli zon<\/p>\n<\/td>\n

      		\n

      1.0<\/p>\n<\/td>\n<\/tr>\n

      I: Kaya duvar\u0131 temas\u0131n\u0131 \u00f6nleyecek kal\u0131nl\u0131kta\n

      \u00a0<\/p>\n

      kumlu, \u00e7ak\u0131ll\u0131 veya ezilme zonu<\/p>\n<\/td>\n

      		\n

      1.0<\/p>\n<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

      \u00c7izelge 11. Eklem p\u00fcr\u00fczl\u00fcl\u00fc\u011f\u00fc say\u0131s\u0131 puanlar\u0131 ve tan\u0131mlar\u0131
      <\/span><\/p>\n

      Not : Dalgal\u0131, d\u00fczlemsel tan\u0131mlar\u0131 eklemin en az 2m’lik uzunlu\u011fu boyunca olan genel yap\u0131s\u0131n\u0131; p\u00fcr\u00fczl\u00fc, d\u00fcz, cilal\u0131 kavramlar\u0131 y\u00fczeyi daha k\u00fc\u00e7\u00fck \u00f6l\u00e7ekte tan\u0131ml
      <\/em><\/span><\/p>\n<\/colgroup>\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n
      4. Eklem ayr\u0131\u015fma say\u0131s\u0131<\/strong><\/td>\n\n

      Ja<\/strong><\/p>\n<\/td>\n

      		Yakla\u015f\u0131k <\/strong>\u03c6 (\u00b0)<\/strong><\/td>\n<\/tr>\n
      (a) Kaya y\u00fczeyi ile temasta (mineral dolgu yok, sadece s\u0131vama)<\/em><\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
      A: Temas y\u00fczeyi sert dolgu halinde<\/td>\n\n

      0.75<\/p>\n<\/td>\n

      		\n

      –<\/p>\n<\/td>\n<\/tr>\n

      B: Eklem cidar\u0131 ayr\u0131\u015fmam\u0131\u015f, y\u00fczeysel lekeler var<\/td>\n\n

      1.0<\/p>\n<\/td>\n

      		\n

      25-35<\/p>\n<\/td>\n<\/tr>\n

      C: Eklem cidarlar\u0131 az ayr\u0131\u015fm\u0131\u015f, yumu\u015famayan tipte kumlu\n

      \u00a0<\/p>\n

      par\u00e7ac\u0131klar, kilsiz ayr\u0131\u015fm\u0131\u015f kaya, vb<\/p>\n<\/td>\n

      		\n

      2.0<\/p>\n<\/td>\n

      		\n

      25-30<\/p>\n<\/td>\n<\/tr>\n

      D: Siltli ve kumlu, killi s\u0131vama, az miktarda yumu\u015famayan tipte\n

      \u00a0<\/p>\n

      killi malzeme<\/p>\n<\/td>\n

      		\n

      3.0<\/p>\n<\/td>\n

      		\n

      20-25<\/p>\n<\/td>\n<\/tr>\n

      E: Yumu\u015fayabilen, d\u00fc\u015f\u00fck s\u00fcrt\u00fcnmeli kil mineralli s\u0131vama, kaolinit,\n

      \u00a0<\/p>\n

      talk, grafit vb az miktarda \u015fi\u015fen kil (s\u0131vama s\u00fcreksiz, kal\u0131nl\u0131\u011f\u0131 1-2 mm’ den az olunca)<\/p>\n<\/td>\n

      		\n

      4.0<\/p>\n<\/td>\n

      		\n

      8-10<\/p>\n<\/td>\n<\/tr>\n

      (b) Temas 10 cm bir makaslama ile sa\u011flanmas\u0131(ince mineral dolgu)<\/em><\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
      F: Kumlu par\u00e7alar, kilsiz ayr\u0131\u015fm\u0131\u015f kaya vb<\/td>\n\n

      4.0<\/p>\n<\/td>\n

      		\n

      25-30<\/p>\n<\/td>\n<\/tr>\n

      G: Y\u00fcksek derecede a\u015f\u0131r\u0131 konsolide yumu\u015famayan tip kil mineralli\n

      \u00a0<\/p>\n

      dolgu (5 mm’den ince, s\u00fcrekli)<\/p>\n<\/td>\n

      		\n

      6.0<\/p>\n<\/td>\n

      		\n

      16-24<\/p>\n<\/td>\n<\/tr>\n

      H: Orta veya az derecede a\u015f\u0131r\u0131 konsolide kil, yumu\u015famayan tip kil\n

      \u00a0<\/p>\n

      mineralli dolgu (5 mm’den ince, s\u00fcrekli)<\/p>\n<\/td>\n

      		\n

      8.0<\/p>\n<\/td>\n

      		\n

      12-16<\/p>\n<\/td>\n<\/tr>\n

      J: \u015ei\u015fen killi dolgu, montmorillonit vb\n

      \u00a0<\/p>\n

      (5 mm’den ince, s\u00fcrekli), Ja, \u015fi\u015fen malzeme y\u00fczdesine g\u00f6re ve temas \u015fartlar\u0131na g\u00f6re de\u011fi\u015fir<\/p>\n<\/td>\n

      		\n

      8.0-12.0<\/p>\n<\/td>\n

      		\n

      6-12<\/p>\n<\/td>\n<\/tr>\n

      (c) Makaslamada duvarla temas yok<\/em><\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
      K: Ayr\u0131\u015fm\u0131\u015f veya ezilmi\u015f<\/td>\n\n

      6.0<\/p>\n<\/td>\n

      		\n

      –<\/p>\n<\/td>\n<\/tr>\n

      L: B\u00f6lgeler, bantlar veya ufalanm\u0131\u015f kaya veye kil<\/td>\n\n

      8.0<\/p>\n<\/td>\n

      		\n

      –<\/p>\n<\/td>\n<\/tr>\n

      M: G,H ve J maddelerine bak\u0131n\u0131z<\/td>\n\n

      8.0-12.0<\/p>\n<\/td>\n

      		\n

      6-24<\/p>\n<\/td>\n<\/tr>\n

      N: Siltli veya kumlu kil, az miktarda ince taneli malzeme, b\u00f6lgesel\n

      \u00a0<\/p>\n

      veya bant \u015feklinde<\/p>\n<\/td>\n

      		\n

      5.0<\/p>\n<\/td>\n

      		\n

      –<\/p>\n<\/td>\n<\/tr>\n

      O: Kal\u0131n, s\u00fcrekli kil b\u00f6lgeleri veya bantlar\u0131 (kil i\u00e7in)<\/td>\n\n

      10.0-13.0<\/p>\n<\/td>\n

      		\n

      6-24<\/p>\n<\/td>\n<\/tr>\n

      P: G,H ve J maddelerine bak\u0131n\u0131z<\/td>\n\n

      13.0-20.0<\/p>\n<\/td>\n

      		\n

      6-24<\/p>\n<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

      \u00c7izelge 12. Eklem ayr\u0131\u015fma say\u0131s\u0131 puanlar\u0131 ve tan\u0131mlar\u0131
      <\/span><\/p>\n<\/colgroup>\n\n\n\n\n\n\n\n\n
      5. Eklem suyu indirgeme fakt\u00f6r\u00fc<\/strong><\/td>\n\n

      Jw<\/strong><\/p>\n<\/td>\n

      		Su bas\u0131nc\u0131, MPa<\/strong><\/td>\n<\/tr>\n
      A: Kuru kaz\u0131 veya \u00e7ok az su gelimi, (\u00f6rn. 5.0 l\/dk)<\/td>\n\n

      1.0<\/p>\n<\/td>\n

      		\n

      <0.1<\/p>\n<\/td>\n<\/tr>\n

      B: Orta derecede su gelimi, eklem dolgular\u0131nda y\u0131kanma<\/td>\n\n

      0.66<\/p>\n<\/td>\n

      		\n

      0.1-0.25<\/p>\n<\/td>\n<\/tr>\n

      C: Sa\u011flam kayada fazla su gelimi ve bas\u0131nc\u0131, dolgusuz eklemler<\/td>\n\n

      0.5<\/p>\n<\/td>\n

      		\n

      0.25-1.0<\/p>\n<\/td>\n<\/tr>\n

      D: Fazla su gelimi ve bas\u0131nc\u0131, dolgularda belirgin y\u0131kanma<\/td>\n\n

      0.33<\/p>\n<\/td>\n

      		\n

      0.25-1.0<\/p>\n<\/td>\n<\/tr>\n

      E: Patlama a\u015famas\u0131nda fazla su gelimi ve bas\u0131nc\u0131, zamanla\n

      \u00a0<\/p>\n

      azalacak \u015fekilde<\/p>\n<\/td>\n

      		\n

      0.2-0.1<\/p>\n<\/td>\n

      		\n

      >1.0<\/p>\n<\/td>\n<\/tr>\n

      F: Patlama a\u015famas\u0131nda fazla su gelimi ve bas\u0131nc\u0131, zamanla\n

      \u00a0<\/p>\n

      azalma yok<\/p>\n<\/td>\n

      		\n

      0.1-0.05<\/p>\n<\/td>\n

      		\n

      >1.0<\/p>\n<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

      \u00c7izelge 13. Eklem suyu indirgeme fakt\u00f6r\u00fc puanlar\u0131 ve tan\u0131mlar\u0131
      <\/span><\/p>\n

      Not : C ve F maddeleri genel yakla\u015f\u0131mlar olup, drenaj \u00f6nlemleri varsa Jw art\u0131t\u0131lmal\u0131d\u0131r
      <\/em><\/span><\/p>\n<\/colgroup>\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n
      6. Gerilme azatma fakt\u00f6r\u00fc<\/strong><\/td>\nSRF<\/strong><\/td>\n\u00a0<\/td>\n<\/tr>\n
      (a) T\u00fcnel kaz\u0131s\u0131 s\u0131ras\u0131nda kaya k\u00fctlesinde gev\u015feme olu\u015fturabilecek<\/em>\n

      \u00a0<\/p>\n

      ve kaz\u0131y\u0131 kesen zay\u0131fl\u0131k zonlar\u0131<\/em><\/p>\n<\/td>\n

      		\u00a0<\/td>\n<\/tr>\n
      A: Kimyasal olarak par\u00e7alanm\u0131\u015f veya killi zon olu\u015fumlar\u0131, \u00e7ok zay\u0131f\n

      \u00a0<\/p>\n

      \u00e7evre kayas\u0131 (herhangi bir derinlikte)<\/p>\n<\/td>\n

      		\n

      10<\/p>\n<\/td>\n<\/tr>\n

      B: Kimyasal olarak par\u00e7alanm\u0131\u015f veya killi tek zay\u0131fl\u0131k zonu i\u00e7eren\n

      \u00a0<\/p>\n

      kaya ( kaz\u0131 derinli\u011fi <50m)<\/p>\n<\/td>\n

      		\n

      5<\/p>\n<\/td>\n<\/tr>\n

      C: Kimyasal olarak par\u00e7alanm\u0131\u015f veya killi tek zay\u0131fl\u0131k zonu i\u00e7eren\n

      \u00a0<\/p>\n

      kaya ( kaz\u0131 derinli\u011fi >50m)<\/p>\n<\/td>\n

      		\n

      2.5<\/p>\n<\/td>\n<\/tr>\n

      D: Sa\u011flam kayada bir\u00e7ok makaslama zonu, zay\u0131f \u00e7evre kayas\u0131\n

      \u00a0<\/p>\n

      (herhangi bir derinlikte)<\/p>\n<\/td>\n

      		\n

      7.5<\/p>\n<\/td>\n<\/tr>\n

      E: Sa\u011flam kayada tek makaslama zonu, (kaz\u0131 derinli\u011fi >50m)<\/td>\n\n

      5.0<\/p>\n<\/td>\n<\/tr>\n

      F: Sa\u011flam kayada tek makaslama zonu, (kaz\u0131 derinli\u011fi >50m)<\/td>\n\n

      2.5<\/p>\n<\/td>\n<\/tr>\n

      G: Gev\u015fek, a\u00e7\u0131k eklemler, yo\u011fun eklemli (herhangi bir derinlikte)<\/td>\n\n

      5.0<\/p>\n<\/td>\n<\/tr>\n

      (b )Sa\u011flam kaya, kayada gerilme problemleri<\/em><\/td>\n\u00a0<\/td>\n\n

      \u03c3c\/\u03c31<\/p>\n<\/td>\n

      		\n

      \u03c3\u03b8\/\u03c3c<\/p>\n<\/td>\n<\/tr>\n

      H: D\u00fc\u015f\u00fck gerilme, y\u00fczeye yak\u0131n, a\u00e7\u0131k eklemli<\/td>\n\n

      2.5<\/p>\n<\/td>\n

      		\n

      >200<\/p>\n<\/td>\n

      		\n

      <0.01<\/p>\n<\/td>\n<\/tr>\n

      J: Orta gerilme, gerilme ko\u015fullar\u0131 elveri\u015fli<\/td>\n\n

      1.0<\/p>\n<\/td>\n

      		\n

      200-10<\/p>\n<\/td>\n

      		\n

      0.01-0.3<\/p>\n<\/td>\n<\/tr>\n

      K: Y\u00fcksek oranda gerilme, \u00e7ok yak\u0131n yap\u0131. T\u00fcnel duvarlar\u0131n\u0131n\n

      \u00a0<\/p>\n

      stabilitesinde problemli olabilir<\/p>\n<\/td>\n

      		\n

      0.5-2.0<\/p>\n<\/td>\n

      		\n

      10-5<\/p>\n<\/td>\n

      		\n

      0.3-0.4<\/p>\n<\/td>\n<\/tr>\n

      L: Masif kayada 1 saat i\u00e7inde orta derecede dilimlenme<\/td>\n\n

      5-50<\/p>\n<\/td>\n

      		\n

      5-3<\/p>\n<\/td>\n

      		\n

      0.5-0.65<\/p>\n<\/td>\n<\/tr>\n

      M: Masif kayada birka\u00e7 dakika i\u00e7inde kaya patlamas\u0131 ve\n

      \u00a0<\/p>\n

      dilimlenme<\/p>\n<\/td>\n

      		\n

      50-200<\/p>\n<\/td>\n

      		\n

      3-2<\/p>\n<\/td>\n

      		\n

      0.65-1.0<\/p>\n<\/td>\n<\/tr>\n

      N: Sa\u011flam kayada yamulma \u015feklinde kaya patlamas\u0131 ve ani dinamik deformasyon<\/td>\n\n

      200-400<\/p>\n<\/td>\n

      		\n

      <2<\/p>\n<\/td>\n

      		\n

      >1.0<\/p>\n<\/td>\n<\/tr>\n

      (c)S\u0131k\u0131\u015fan kaya: Y\u00fcksek gerilme alt\u0131nda yumu\u015fayan kayan\u0131n plastik<\/em>\n

      \u00a0<\/p>\n

      deformasyonu<\/em><\/p>\n<\/td>\n

      		\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
      O: Orta derecede s\u0131k\u0131\u015ft\u0131ran kaya bas\u0131nc\u0131<\/td>\n\n

      5-10<\/p>\n<\/td>\n

      		\u00a0<\/td>\n\n

      1-5<\/p>\n<\/td>\n<\/tr>\n

      P: Y\u00fcksek derecede s\u0131k\u0131\u015ft\u0131ran kaya bas\u0131nc\u0131<\/td>\n\n

      10-20<\/p>\n<\/td>\n

      		\u00a0<\/td>\n\n

      >5<\/p>\n<\/td>\n<\/tr>\n

      (d) \u015ei\u015fen kaya: Su i\u00e7eri\u011fine ba\u011fl\u0131 olarak kimyasal \u015fi\u015fme<\/em><\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
      R: D\u00fc\u015f\u00fck kaya bas\u0131nc\u0131nda \u015fi\u015fme<\/td>\n\n

      5-10<\/p>\n<\/td>\n

      		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
      S: Y\u00fcksek kaya bas\u0131nc\u0131nda \u015fi\u015fme<\/td>\n\n

      10-15<\/p>\n<\/td>\n

      		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

      \u00c7izelge 14. Gerilme azaltma fakt\u00f6r\u00fc puanlar\u0131 ve tan\u0131mlar\u0131
      <\/span><\/p>\n

      Not : Etken makaslama zonlar\u0131 kaz\u0131yla kesi\u015fmezse SRF de\u011ferleri %25-50 azalt\u0131l\u0131r. 5\u2264\u03c31\/\u03c33\u226410 ise, 0.75\u03c3c , \u03c31\/\u03c33>10 ise 0.5\u03c3c kadar de\u011fer azalt\u0131l\u0131r. T\u00fcnelde tavan derinli\u011fi geni\u015flikten az ise SRF 2.5’den 5’e art\u0131r\u0131lmal\u0131d\u0131r. Kaz\u0131 etkisinden kurtularak genelle\u015ftirme yap\u0131labilmesi i\u00e7in SRF = 5, 2.5, 1.0 ve 0.5 de\u011ferlerinin artan derinlikle paralel kullan\u0131lmas\u0131 \u00f6nerilir (\u00f6rn. 0-5, 5-25, 25-250, >250 m)
      <\/em><\/span><\/p>\n

      \"\"
      <\/span><\/p>\n

      \u015eekil 3. T\u00fcneller ve yeralt\u0131 a\u00e7\u0131kl\u0131klar\u0131 i\u00e7in kal\u0131c\u0131 destek ve g\u00fc\u00e7lendirme sistemlerini tespit i\u00e7in Q- destek grafi\u011fi (Grimstad,1993 modifiye hali)
      <\/span><\/p>\n

      M\u00fchendislik Jeolojisi Uygulamas\u0131 – 3<\/strong>
      <\/span><\/p>\n

      Soru. 10 metre y\u00fcksekli\u011finde ve 60\u00b0 e\u011fimli bir yol yarmas\u0131 a\u00e7\u0131lacakt\u0131r. Yarman\u0131n yap\u0131laca\u011f\u0131 birim i\u00e7erisinde yola paralel 46\u00b0 yola do\u011fru e\u011fimli tabakalanmalar mevcuttur. Tabakalanma y\u00fczeylerinin laboratuvar deneylerinde kohezyonu 34.5 kPa, i\u00e7sel s\u00fcrt\u00fcnme a\u00e7\u0131s\u0131 41\u00b0 ve yo\u011funlu\u011fu 2800 kg\/m3 olarak bulunmu\u015ftur. Bu verilere g\u00f6re;
      <\/span><\/p>\n

        \n
      1. \n

        Gerilme \u00e7atla\u011f\u0131n\u0131n olmad\u0131\u011f\u0131 ve yeralt\u0131 su seviyesinin yol seviyesi alt\u0131nda bulundu\u011fu durumda kayma y\u00fczeyinin g\u00fcvenlik say\u0131s\u0131n\u0131 hesaplay\u0131n\u0131z.
        <\/span><\/p>\n<\/li>\n<\/ol>\n

          \n
        1. \n

          Yol yarmas\u0131 a\u00e7\u0131l\u0131rken patlay\u0131c\u0131 kullan\u0131ld\u0131\u011f\u0131 i\u00e7in kohezyonun s\u0131f\u0131r oldu\u011funu kabul ederek kayma d\u00fczleminin g\u00fcvenlik say\u0131s\u0131n\u0131 hesaplay\u0131n\u0131z.
          <\/span><\/p>\n<\/li>\n

        2. \n

          Kohezyon s\u0131f\u0131r iken g\u00fcvenlik say\u0131s\u0131n\u0131 1.5’a \u00e7\u0131karmak i\u00e7in gerekli kaya civatas\u0131 dayan\u0131m\u0131n\u0131 hesaplay\u0131n\u0131z. 1 metrelik kal\u0131nl\u0131k i\u00e7in ka\u00e7 adet civata gereklidir (Kaya civatalar\u0131 \u00e7elikten yap\u0131lm\u0131\u015f olup, en kesit alan\u0131 6.5 cm2′ dir. \u00c7eli\u011fin kayma dayan\u0131m\u0131 350 MPa’d\u0131r. Civatalar tabakalanma y\u00fczeyine dik yerle\u015ftirilmi\u015f ve gerdirme yoktur).
          <\/span><\/p>\n<\/li>\n

        3. Kaya civatalar\u0131n\u0131n 70 MPa’a gerdirilmesi halinde g\u00fcvenlik say\u0131s\u0131n\u0131 hesaplay\u0131n\u0131z.
          <\/span><\/li>\n
        4. \n

          \u015eev tepe noktas\u0131n\u0131n 1.5 m gerisinde bulunan ve 2\/3′ si suyla dolu olan bir gerilme \u00e7atla\u011f\u0131n\u0131n bulunmas\u0131 durumunda di\u011fer \u015f\u0131klarda istenenleri hesaplay\u0131n\u0131z.
          <\/span><\/p>\n<\/li>\n<\/ol>\n

          \"\"
          <\/span><\/p>\n

          \u015eekil 4. D\u00fczlemsel kayma ve \u015feve etki eden kuvvetler (Hoek&Bray, 1977)
          <\/span><\/p>\n

          M\u00fchendislik Jeolojisi Uygulamas\u0131 – 4<\/strong>
          <\/span><\/p>\n

          K\u0130NEMAT\u0130K ANAL\u0130Z<\/strong>
          <\/span><\/p>\n

          Kinematik kelimesi, k\u00fctlelerin kendilerine uygulanan kuvvetlerden ba\u011f\u0131ms\u0131z olarak hareketlerini kapsar. \u00c7ok zay\u0131f dayan\u0131ml\u0131 bile olsa baz\u0131 kaz\u0131larda kaya k\u00fctlelerinin dengede oldu\u011fu (veya tersi) g\u00f6r\u00fclebilmektedir. S\u00fcreksizliklerin konumlar\u0131n\u0131n belirlenmesi m\u00fchendislik jelojisinde kaya k\u00fctlesi s\u0131n\u0131flamas\u0131, \u015fev ve t\u00fcnellerde stabilite gibi konularda \u00f6nemli rol oynamaktad\u0131r. Jeolojik incelemelerde s\u00fcreksizliklerin do\u011frultu (strike) ve e\u011fimleri (dip) tercih edilirken, jeoteknik \u00e7al\u0131\u015fmalarda veri toplamada kolayl\u0131k olmas\u0131 a\u00e7\u0131s\u0131ndan e\u011fim\/ e\u011fim y\u00f6n\u00fc (dip\/dip direction) kavramlar\u0131 kullan\u0131l\u0131r. S\u00fcreksizlik d\u00fczleminin yatay d\u00fczlemle yapt\u0131\u011f\u0131 a\u00e7\u0131 e\u011fim, kuzey ile e\u011fim \u00e7izgisinin yatay izd\u00fc\u015f\u00fcm\u00fc aras\u0131ndaki a\u00e7\u0131 ise e\u011fim y\u00f6n\u00fc olarak tan\u0131mlan\u0131r. \u00d6l\u00e7\u00fcmde jeolog pusulas\u0131ndan farkl\u0131 olarak cocla tipi pusula kullan\u0131l\u0131r. Do\u011frultu ve e\u011fimin birbirlerine dik olmas\u0131ndan yola \u00e7\u0131karak aralar\u0131nda d\u00f6n\u00fc\u015f\u00fcm yapmak m\u00fcmk\u00fcnd\u00fcr. E\u011fim derecesi 0\u00b0-89\u00b0 aras\u0131nda de\u011fi\u015firken e\u011fim y\u00f6n\u00fc ise 0\u00b0-359\u00b0 aras\u0131nda de\u011fi\u015fir. Kinematik analizde d\u00fczlemlerin \u00fc\u00e7 boyuttaki konumu k\u00fcresel izd\u00fc\u015f\u00fcm ile iki boyutlu olarak g\u00f6sterilebilir. K\u00fcrenin altyar\u0131s\u0131nda yap\u0131lan izd\u00fc\u015f\u00fcmlerde (lower hemisphere) d\u00fczlemler yay \u015feklini al\u0131r. D\u00fczleme dik olacak \u015fekilde merkez do\u011frusu ile (KG) k\u00fcre y\u00fczeyinin kesi\u015fme noktas\u0131 “Kutup noktas\u0131 (pole)” olarak adland\u0131r\u0131l\u0131r. Uygulamada 2\u00b0 aral\u0131kl\u0131 e\u015f-alan stereoneti kullan\u0131l\u0131r (\u015eekil 5). \u00c7ok fazla say\u0131da al\u0131nan e\u011fim veya do\u011frultu \u00f6l\u00e7\u00fcmlerinin de\u011ferlendirilmesinde stereonet \u00fczerinde kontur diyagramlar\u0131 haz\u0131rlan\u0131r. Bu sayede, hakim s\u00fcreksizliklerin konumlar\u0131 ve b\u00fcy\u00fck daireleri hakk\u0131nda bilgi elde edilmi\u015f olur. \u015eev stabilitesi incelenmesi, yeralt\u0131 a\u00e7\u0131kl\u0131klar\u0131nda kama olu\u015fumu gibi konularda bilgisayar programlar\u0131 da kullan\u0131larak (Dips, Swegde, vs.) uygulama ve yorum yapma imkan\u0131 vard\u0131r.
          <\/span><\/p>\n

          \"\"
          <\/span><\/p>\n

          \u015eekil 5. Schmidt e\u015f-alan stereoneti (2\u00b0 aral\u0131kl\u0131)
          <\/span><\/p>\n

          Stereonet Uygulamalar\u0131<\/strong>
          <\/span><\/p>\n

          (a) E\u011fim \/ E\u011fim y\u00f6n\u00fc (dip\/dip direction) verilen bir s\u00fcreksizli\u011fin stereonet \u00fczerindeki konumu, kutup noktas\u0131n\u0131 bulunmas\u0131 ve b\u00fcy\u00fck dairesinin \u00e7izilmesi
          <\/span><\/p>\n

          (b) \u0130ki s\u00fcreksizlik d\u00fczleminin kesi\u015fmesi, kesi\u015fme noktas\u0131n\u0131n gidi\u015fi (trend) ve dal\u0131m\u0131 (plunge)
          <\/span><\/p>\n

          (c) \u0130ki kutup noktas\u0131 aras\u0131ndaki a\u00e7\u0131n\u0131n bulunmas\u0131
          <\/span><\/p>\n

          \"\"
          <\/span><\/p>\n

          \u015eekil 6. Stereonet \u00fczerinde s\u00fcreksizliklerin g\u00f6sterili\u015fi<\/span><\/p>\n

          \u015eEV STAB\u0130L\u0130TES\u0130NDE K\u0130NEMAT\u0130K ANAL\u0130Z<\/strong>
          <\/span><\/p>\n

          a. D\u00fczlemsel kayma<\/strong>
          <\/span><\/p>\n

          \u015eev e\u011fiminin s\u00fcreksizlik e\u011fiminden b\u00fcy\u00fck, s\u00fcreksizli\u011fin e\u011fimini de i\u00e7sel s\u00fcrt\u00fcnme a\u00e7\u0131s\u0131ndan b\u00fcy\u00fck oldu\u011fu durumda kinematik olarak d\u00fczlemsel kayma olu\u015fur.
          <\/span><\/p>\n

          \"\"
          <\/span><\/p>\n

          \u015eekil 7. Farkl\u0131 \u015fev yenilmeleri ve kinematik ifadeleri
          <\/span><\/p>\n

          DIPS 2.2 PROGRAMI \u00c7ALI\u015eTIRMA VE UYGULAMA<\/strong>
          <\/span><\/p>\n

          1. Temel \u0130\u015flemler<\/strong>
          <\/span><\/p>\n

          DIPS program\u0131 jeolojik verilerin oryantasyona dayal\u0131 analizi i\u00e7in geli\u015ftirilmi\u015f bir programd\u0131r. \u00d6zellikle stereonet \u00fczerinde yap\u0131lan yap\u0131sal uygulamalar\u0131n stereografik izd\u00fc\u015f\u00fcmlerinin bilgisayarda yap\u0131labilmesine olanak vermektedir. Bunun yan\u0131nda, kalitatif ve kantitatif oryantasyon hesaplamalar\u0131 ve istatistiki uygulamalar ile kaya k\u00fctlesi yap\u0131s\u0131n\u0131n m\u00fchendislik analizi, s\u00fcreksizliklere ba\u011fl\u0131 \u015fev stabilite analizi, sondaj kuyusu verisinin analizinin yap\u0131lmas\u0131 m\u00fcmk\u00fcnd\u00fcr. (Dips Plotting, Analysis and Presentation of Structural Data Using Spherical Projection Techniques User’s Guide,1989 – 2002 Rocscience Inc.). Program\u0131n ilk hali dos ortam\u0131nda haz\u0131rlanm\u0131\u015f olup, Dips 3.0 versiyonu ile upgrade edilmi\u015ftir. Son versiyonu olan Dips 5.1. ise windows tabanl\u0131 \u00e7al\u0131\u015fmaktad\u0131r ve daha detayl\u0131 uygulamalar i\u00e7erir.
          <\/span><\/p>\n

          2. Program\u0131n \u00e7al\u0131\u015ft\u0131r\u0131lmas\u0131<\/strong>
          <\/span><\/p>\n

          -Program\u0131n bulundu\u011fu klas\u00f6r i\u00e7inde “.dip” uzant\u0131l\u0131 text dosyas\u0131 olu\u015fturulur. Text dosyas\u0131nda ilk paragraftaki “header” k\u0131sm\u0131 proje bilgileri i\u00e7erir.
          <\/span><\/p>\n

          -“dips.exe” dosyas\u0131 \u00e7al\u0131\u015ft\u0131r\u0131l\u0131r.
          <\/span><\/p>\n

          -A\u00e7\u0131lan pencereden “basic-B” veya “advanced-A” se\u00e7ilir. “Basic” versiyonunda s\u00fcreksizliklerin konumlar\u0131, kutup noktalar\u0131 ve hakim d\u00fczlemlerin konumlar\u0131 belirlenebilir, “Advanced” versiyonunda ise bunlar\u0131n yan\u0131nda kontur ve plot da\u011f\u0131l\u0131mlar\u0131n\u0131n Terzaghi d\u00fczeltmesi, sondaj kuyusu s\u00fcreksizlik verisinin i\u015flenmesi, histogram olu\u015fturma, dosyay\u0131 kaydetme ve autocad (.dxf) olarak export se\u00e7enekleri bulunur.
          <\/span><\/p>\n

          3. Program\u0131n \u00e7al\u0131\u015ft\u0131r\u0131lmas\u0131<\/strong>
          <\/span><\/p>\n

          – Files, enter
          <\/span><\/p>\n

          – Load data file, enter
          <\/span><\/p>\n

          – jem302-uyg, enter
          <\/span><\/p>\n

          – A\u00e7\u0131lan pencerede dosyadaki haz\u0131r header bilgisi g\u00f6r\u00fcnt\u00fclenir
          <\/span><\/p>\n

          – Compute (se\u00e7ilmeden i\u015flem yap\u0131lamaz)
          <\/span><\/p>\n

          – Scatter veya pole plot ile kutup noktalar\u0131n\u0131n konumu g\u00f6r\u00fcnt\u00fclenir
          <\/span><\/p>\n

          – Esc
          <\/span><\/p>\n

          – Contour plot ile kontur diyagram\u0131 olu\u015fturulur, istenilirse line plot ile \u00e7izgisel g\u00f6r\u00fcnt\u00fc elde edilir.
          <\/span><\/p>\n

          – Locate pole ile kutup noktalar\u0131n\u0131n yo\u011fun oldu\u011fu b\u00f6lgeye ait d\u00fczlem \u00e7izdirilir
          <\/span><\/p>\n

          – Id ve label(etiket) ad\u0131 verilerek hakim s\u00fcreksizlik seti \u00f6zelle\u015ftirilir
          <\/span><\/p>\n

          – Hard copy ile \u00e7\u0131kt\u0131 i\u00e7in nihai g\u00f6r\u00fcnt\u00fc elde edilir.
          <\/span><\/p>\n

          M\u00fchendislik Jeolojisi Uygulamas\u0131 \u2013 5
          <\/strong><\/span><\/p>\n

          Soru. <\/strong>\u015eekilde geometrisi verilen \u015fev ve kayma dairesi ve su tablas\u0131n\u0131n konumunu da g\u00f6z \u00f6n\u00fcne alarak, \u015fev i\u00e7in kaymaya kar\u015f\u0131 emniyet katsay\u0131s\u0131n\u0131 Bishop metodu ile hesaplay\u0131n\u0131z. (c =12 kN\/m\u00b2, \u03c6 = 24\u00b0, \u03b3n = 18,0 kN\/m\u00b3, \u03b3d = 19,0 kN\/m\u00b3)
          <\/span><\/p>\n<\/colgroup>\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n
          D\u0130L\u0130M METODU \u0130LE EMN\u0130YET KATSAYISININ HESAPLANMASI<\/strong><\/span><\/td>\n<\/tr>\n
          Dilim
          <\/span>No<\/span><\/td>\n          		\n

          b
          <\/span><\/p>\n

          (m)<\/span><\/p>\n<\/td>\n

          		\n

          hd
          <\/span><\/p>\n

          (m)<\/span><\/p>\n<\/td>\n

          		\n

          hn
          <\/span><\/p>\n

          (m)<\/span><\/p>\n<\/td>\n

          		\n

          W
          <\/span><\/p>\n

          (kN)<\/span><\/p>\n<\/td>\n

          		\n

          \u03b1
          <\/span><\/p>\n

          (derece)<\/span><\/p>\n<\/td>\n

          		\n

          b\/cos \u03b1
          <\/span><\/p>\n

          (A)<\/span><\/p>\n<\/td>\n

          		W.cos \u03b1<\/span><\/td>\n\n

          u
          <\/span><\/p>\n

          (kPa)<\/span><\/p>\n<\/td>\n

          		u.A<\/span><\/td>\n(W.cos \u03b1)-(u.A)<\/span><\/td>\nW.sin \u03b1<\/span><\/td>\n<\/tr>\n
          1<\/span><\/td>\n3,0<\/span><\/td>\n0,8<\/span><\/td>\n\n

          –<\/span><\/p>\n<\/td>\n

          		45,60<\/span><\/td>\n\n

          -25<\/span><\/p>\n<\/td>\n

          		3,31<\/span><\/td>\n41,33<\/span><\/td>\n7,85<\/span><\/td>\n25,98<\/span><\/td>\n\n

          15,35<\/span><\/p>\n<\/td>\n

          		-19,27<\/span><\/td>\n<\/tr>\n
          2<\/span><\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
          3<\/span><\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
          4<\/span><\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
          5<\/span><\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
          6<\/span><\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
          7<\/span><\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
          8<\/span><\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
          9<\/span><\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
          10<\/span><\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
          11<\/span><\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
          12<\/span><\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
          13<\/span><\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
          14<\/span><\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
          \u03a3<\/span><\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

          \u00a0<\/span><\/p>\n

          \"\"
          <\/span><\/p>\n

          M\u00fchendislik Jeolojisi Uygulamas\u0131 \u2013 6<\/strong>
          <\/span><\/p>\n

          Standart Penetrasyon Testi (SPT)<\/strong>
          <\/span><\/p>\n

          SPT (ASTM D1586), arazide yap\u0131lan dinamik bir penetrasyon deneyidir. \u0130nce taneli zeminlerde dayan\u0131m parametrelerine (kohezyon, i\u00e7sel s\u00fcrt\u00fcnme a\u00e7\u0131s\u0131), iri tanelilerde ise zeminin izafi s\u0131k\u0131l\u0131\u011f\u0131na ba\u011fl\u0131d\u0131r. Deney i\u00e7in kullan\u0131lan alete “penetrometre” denir. \u0130ki ucu a\u00e7\u0131k, boylamas\u0131na iki yar\u0131m par\u00e7aya ayr\u0131labilen silindirik \u00e7elik bir t\u00fcpt\u00fcr. Bu par\u00e7alar alt ucundan bir \u00e7ar\u0131kla, \u00fcst ucundan da birbirine ve tije bir halka ile vidalanarak ba\u011flan\u0131r (\u015eekil 8). T\u00fcp\u00fcn i\u00e7 \u00e7ap\u0131 35.5 mm, d\u0131\u015f \u00e7ap\u0131 50.8 mm, toplam a\u011f\u0131rl\u0131\u011f\u0131 6.81 kg, uzunlu\u011fu ise 81.3 cm dir. T\u00fcp ile zemin i\u00e7inde, 760 mm lik standart y\u00fckseklikten 65.0 kg l\u0131k \u015fahmerdan (tokmak) serbest d\u00fc\u015fme ile b\u0131rak\u0131larak ilerleme sa\u011flan\u0131r. T\u00fcp\u00fcn zemine her 15.0 cm girmesi i\u00e7in gereken vuru\u015f say\u0131s\u0131 kaydedilir. Toplam 45.0 cm ilerleme yap\u0131l\u0131r. \u0130lk 15.0 cm deki okuma oturma kademesi olarak al\u0131n\u0131r ve son iki kademedeki (30.0cm) toplam darbe say\u0131s\u0131 zeminin penetrometre direnci (Nf) olarak al\u0131n\u0131r.
          <\/span><\/p>\n

          SPT de\u011ferlerinin d\u00fczeltilmesi
          <\/span><\/p>\n

          a. Derinlik d\u00fczeltmesi Skempton (1986), derinlik d\u00fczeltmesi i\u00e7in a\u015fa\u011f\u0131daki ba\u011f\u0131nt\u0131y\u0131 \u00f6nermi\u015ftir.
          <\/span><\/p>\n

          Ncor<\/sub> = Nf <\/sub>x CN<\/sub>
          <\/span><\/p>\n

          \u00a0<\/em><\/span><\/p>\n

          (\u03c3v\u2032 : D\u00fc\u015fey efektif gerilme kPa, kg\/cm\u00b2)
          <\/span><\/p>\n

          e\u015fitli\u011fi kullan\u0131larak ham spt verisi d\u00fczeltilir.
          <\/span><\/p>\n

          b. \u0130nce taneli zeminlerde yeralt\u0131 su seviyesine g\u00f6re d\u00fczeltme YASS alt\u0131nda \u00e7ok ince taneli bir zemine ait SPT Nf de\u011feri 15 den b\u00fcy\u00fck ise zeminin izafi s\u0131k\u0131l\u0131\u011f\u0131 vuru\u015f say\u0131s\u0131 (N\u2032\u2032) olan bir zeminin izafi s\u0131k\u0131l\u0131\u011f\u0131na e\u015fit kabul edilmelidir.
          <\/span><\/p>\n

          \u00a0<\/span><\/p>\n


          <\/span>(Terzaghi, 1948)
          <\/span><\/p>\n

          Ncor : Derinli\u011fe g\u00f6re d\u00fczeltilmi\u015f vuru\u015f say\u0131s\u0131
          <\/span><\/p>\n

          N\u2032\u2032 : Yeralt\u0131 su seviyesine g\u00f6re d\u00fczeltilmi\u015f vuru\u015f say\u0131s\u0131
          <\/span><\/p>\n

          \"\"
          <\/span><\/p>\n

          \u015eekil 8. Standart penetrasyon deney d\u00fczene\u011fi
          <\/span><\/p>\n<\/colgroup>\n\n\n\n\n\n\n\n\n\n
          SPT N<\/span><\/td>\nS\u0131k\u0131l\u0131k (\u0130ri)<\/span><\/td>\nSPT N<\/span><\/td>\nK\u0131vam (\u0130nce)<\/span><\/td>\n<\/tr>\n
          0-4<\/span><\/td>\n\u00c7ok gev\u015fek<\/span><\/td>\n2<\/span><\/td>\n\u00c7ok yumu\u015fak<\/span><\/td>\n<\/tr>\n
          4-10<\/span><\/td>\nGev\u015fek<\/span><\/td>\n2-4<\/span><\/td>\nYumu\u015fak<\/span><\/td>\n<\/tr>\n
          10-30<\/span><\/td>\nOrta s\u0131k\u0131<\/span><\/td>\n4-8<\/span><\/td>\nOrta sert<\/span><\/td>\n<\/tr>\n
          30-50<\/span><\/td>\nS\u0131k\u0131<\/span><\/td>\n8-15<\/span><\/td>\nSert<\/span><\/td>\n<\/tr>\n
          >50<\/span><\/td>\n\u00c7ok s\u0131k\u0131<\/span><\/td>\n15-30<\/span><\/td>\n\u00c7ok sert<\/span><\/td>\n<\/tr>\n
          \u00a0<\/td>\n\u00a0<\/td>\n>30<\/span><\/td>\nKat\u0131<\/span><\/td>\n<\/tr>\n
          \u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

          \u00c7izelge 15. SPT N’e g\u00f6re ince tanelilerde k\u0131vam ve iri tanelilerde s\u0131k\u0131l\u0131k de\u011ferleri
          <\/span><\/p>\n

          \"\"
          <\/span><\/p>\n

          \u015eekil 9. SPT N-izafi s\u0131k\u0131l\u0131k ili\u015fkisi
          <\/span><\/p>\n

          Soru.<\/strong> Kumlu bir zeminde yap\u0131lan 5 metrelik deneme sondaj\u0131nda yap\u0131lan Standart Penetrasyon Testi’nde 4,5-4,95 m aras\u0131nda 10\/12\/24 darbe adetleri elde edilmi\u015ftir. Zeminin do\u011fal birim a\u011f\u0131rl\u0131\u011f\u0131 18 kN\/m3,doygun birim a\u011f\u0131rl\u0131\u011f\u0131 19 kN\/m3 olup, yeralt\u0131 suyu seviyesi 2,5 m’ dir (ST \u00fcst\u00fc do\u011fal halde). Bu verilere g\u00f6re, bu deneyde elde edilecek d\u00fczeltilmi\u015f nihai darbe direncini hesaplayarak, zeminin s\u0131k\u0131l\u0131\u011f\u0131 ve relatif s\u0131k\u0131l\u0131\u011f\u0131 hakk\u0131nda bilgi veriniz (Zemin profilini \u00e7iziniz, \u00f6l\u00e7eksiz)
          <\/span><\/p>\n

          M\u00fchendislik Jeolojisi Uygulamas\u0131 \u2013 7
          <\/strong><\/span><\/p>\n

          Soru.<\/strong><\/span><\/p>\n

          Bir lugeon bas\u0131n\u00e7l\u0131 su deneyinde 95-100 metrelik deney zonunda deneme yap\u0131lm\u0131\u015f olup, manometrenin kuyu a\u011fz\u0131ndan y\u00fcksekli\u011fi 2 metredir. a) Kuyu yeralt\u0131 suyu seviyesine ula\u015fmam\u0131\u015ft\u0131r b) Yeralt\u0131 suyu seviyesi kuyu a\u011fz\u0131ndan 28 metre derindedir
          <\/span><\/p>\n<\/colgroup>\n\n\n
          Manometrik
          <\/span><\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

          Bas\u0131n\u00e7
          <\/span><\/p>\n

          Pm (kg\/cm2)<\/span><\/p>\n

          Deney
          <\/span>S\u00fcresi, Dakika<\/span><\/p>\n

          Su Ka\u00e7a\u011f\u0131
          <\/span><\/p>\n

          (Litre)<\/span><\/p>\n

          Statik Y\u00fck<\/span><\/p>\n

          Y\u00fck
          <\/span><\/p>\n

          Kayb\u0131<\/span><\/p>\n

          Ger\u00e7ek Bas\u0131n\u00e7<\/span>Emilme
          <\/span>Katsay\u0131s\u0131<\/span>2<\/span><\/p>\n

          10<\/span><\/p>\n

          200<\/span><\/p>\n

          \u00a0\u00a0\u00a0\u00a0\u00a0\u00a04<\/span><\/p>\n

          10<\/span><\/p>\n

          300<\/span><\/p>\n

          \u00a0\u00a0\u00a0\u00a0\u00a0\u00a06<\/span><\/p>\n

          10<\/span><\/p>\n

          400<\/span><\/p>\n

          \u00a0\u00a0\u00a0\u00a0\u00a0\u00a08<\/span><\/p>\n

          10<\/span><\/p>\n

          600<\/span><\/p>\n

          \u00a0\u00a0\u00a0\u00a0\u00a0\u00a010<\/span><\/p>\n

          10<\/span><\/p>\n

          800<\/span><\/p>\n

          \u00a0\u00a0\u00a0\u00a0\u00a0\u00a08<\/span><\/p>\n

          10<\/span><\/p>\n

          650<\/span><\/p>\n

          \u00a0\u00a0\u00a0\u00a0\u00a0\u00a06<\/span><\/p>\n

          10<\/span><\/p>\n

          500<\/span><\/p>\n

          \u00a0\u00a0\u00a0\u00a0\u00a0\u00a04<\/span><\/p>\n

          10<\/span><\/p>\n

          350<\/span><\/p>\n

          \u00a0<\/p>\n

          2<\/span><\/p>\n

          10<\/span><\/p>\n

          250<\/span><\/p>\n

          \u00a0<\/p>\n

          \u00a0<\/p>\n

          *Y\u00fck kayb\u0131 saptamas\u0131nda 42×3000 m\/m lik 100 m. uzunlu\u011fundaki tij e\u011frisinden yararlan\u0131n\u0131z<\/em>.
          <\/span><\/p>\n

          Pm=Manometrede okunan bas\u0131n\u00e7 (atm)
          <\/span><\/p>\n

          H=Yeralt\u0131suyundan manometreye kadar olan mesafe (metre)
          <\/span><\/p>\n

          H\u2032=Yeralt\u0131suyu olmad\u0131\u011f\u0131 takdirde deney zonunun ortas\u0131ndan manometreye kadar olan mesafe (metre) PC = Manometre ile deney zonu aras\u0131ndaki lastikte, tijlerde, ba\u011flant\u0131 yerlerinde, vanalarda, manometreden sonraki borularda meydana gelen y\u00fck kayb\u0131.
          <\/span><\/p>\n

          Peff = Deney zonundaki hakiki bas\u0131n\u00e7.
          <\/span><\/p>\n

          \u00a0<\/span><\/p>\n

          Lugeon de\u011ferlerine kaya\u00e7lar\u0131n ge\u00e7irimlili\u011fi a\u015fa\u00fc\u0131daki \u015fekilde s\u0131n\u0131fland\u0131r\u0131l\u0131r.
          <\/span><\/p>\n

          1 Lugeon’dan az \u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0Ge\u00e7irimsiz
          <\/span><\/p>\n

          1-5 Lugeon \u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0Az ge\u00e7irimli
          <\/span><\/p>\n

          5-25 Lugeon \u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0Ge\u00e7irimli
          <\/span><\/p>\n

          25 Lugeon’dan fazla \u00a0\u00a0\u00a0\u00a0\u00c7ok ge\u00e7irimli
          <\/span><\/p>\n

          M\u00fchendislik Jeolojisi Uygulamas\u0131 – 8\"\"<\/strong>
          <\/span><\/p>\n

            \n
          1. \n

            Yukar\u0131daki \u015fekilde A’da verilen beton baraj\u0131n serbest cisim diyagram\u0131n\u0131 \u00e7iziniz (\u00d6l\u00e7ek 1\/200)
            <\/span><\/p>\n

            \u00a0<\/p>\n<\/li>\n

          2. \n

            Hidrostatik kuvvetler etkisi ile “a” noktas\u0131 etraf\u0131nda d\u00f6nme meydana gelir mi, irdeleyiniz. Devrilmeye kar\u015f\u0131 g\u00fcvenlik say\u0131s\u0131n\u0131 hesaplay\u0131n\u0131z.
            <\/span><\/p>\n<\/li>\n

          3. \n

            Baraj g\u00f6vdesi ile temel aras\u0131ndaki s\u00fcrt\u00fcnme katsay\u0131s\u0131 0,3 al\u0131nd\u0131\u011f\u0131nda s\u00fcrt\u00fcnme kuvvetinin g\u00f6vdenin kaymas\u0131n\u0131 engelleyecek b\u00fcy\u00fckl\u00fckte olup olmad\u0131\u011f\u0131n\u0131 tart\u0131\u015farak g\u00fcvenlik say\u0131s\u0131n\u0131 hesaplay\u0131n\u0131z.
            <\/span><\/p>\n<\/li>\n

          4. \n

            Baraj g\u00f6vdesine olas\u0131 bir depremde amax = 200 gal (0,2 g) b\u00fcy\u00fckl\u00fckte yatay yer ivmesi etki etmesi durumunda a noktas\u0131nda devrilmeye kar\u015f\u0131 g\u00fcvenlik say\u0131s\u0131n\u0131 hesaplay\u0131n\u0131z.
            <\/span><\/p>\n<\/li>\n

          5. \n

            \u0130lk 4 maddede istenenleri “B” deki baraj g\u00f6vdesi i\u00e7in hesaplay\u0131n\u0131z.
            <\/span><\/p>\n<\/li>\n<\/ol>\n

            M\u00fchendislik Jeolojisi Uygulamas\u0131 \u2013 9
            <\/strong><\/span><\/p>\n

            Soru. <\/strong>Kal\u0131nl\u0131\u011f\u0131 30 m olan serbest bir akiferde aralar\u0131nda 50 m bulunan iki pompaj kuyusunda ayn\u0131 anda 144 m3\/saat’lik debi ile pompaj yap\u0131lmaktad\u0131r. Kuyular\u0131n \u00e7ap\u0131 0,36 m, su tabls\u0131 derinli\u011fi 4,0 m, akiferin depolam g\u00fcc\u00fc %2,0 ve iletimlili\u011fi 3,5.10-3 m2\/s oldu\u011funa g\u00f6re tranzituar \u015fartlar devam ederken 24 saat pompaj sonucu kuyularda ve bu kuyulardan 5, 10, 20, 50, 100, 120 ve 150 metre uzakl\u0131kta d\u00fc\u015f\u00fcmleri hesaplayarak olu\u015facak nihai d\u00fc\u015f\u00fcm konisini \u00e7iziniz (Yatay \u00f6l\u00e7ek: 1\/1000, D\u00fc\u015fey \u00f6l\u00e7ek 1\/200).
            <\/span><\/p>\n<\/colgroup>\n\n\n\n\n\n\n\n\n\n\n
            r (m)<\/td>\n\u2206 (m)<\/td>\n<\/tr>\n
            0,18<\/strong><\/td>\n12,59<\/td>\n<\/tr>\n
            5,0<\/td>\n6,55<\/td>\n<\/tr>\n
            10,0<\/td>\n5,29<\/td>\n<\/tr>\n
            20,0<\/td>\n4,03<\/td>\n<\/tr>\n
            50,0<\/td>\n2,37<\/td>\n<\/tr>\n
            100,0<\/td>\n1,11<\/td>\n<\/tr>\n
            120,0<\/td>\n0,78<\/td>\n<\/tr>\n
            150,0<\/td>\n0,37<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

            t = 24 saat (86400 s)
            <\/span><\/p>\n

            Q = 144 m\u00b3\/saat
            <\/span><\/p>\n

            H= 30 m
            <\/span><\/p>\n

            x = 50 m
            <\/span><\/p>\n

            2r = 0,36 m
            <\/span><\/p>\n

            S = %2
            <\/span><\/p>\n

            T = 3,5.10-3<\/sup>m\u00b2\/s
            <\/span><\/p>\n

            M\u00fchendislik Jeolojisi Uygulamas\u0131 \u2013 10<\/strong>
            <\/span><\/p>\n

            \u00a0<\/span><\/p>\n

            \u00a0\u00a0\u00a0\u00a0tan \u03b3 = tan \u03b1 .sin \u03b2
            <\/span><\/p>\n

            \u00a0\u00a0\u00a0\u00a0\u03b3 : G\u00f6r\u00fcn\u00fcr e\u011fim a\u00e7\u0131s\u0131
            <\/span><\/p>\n

            \u00a0\u00a0\u00a0\u00a0\u03b1 : Ger\u00e7ek e\u011fim a\u00e7\u0131s\u0131
            <\/span><\/p>\n

            \u00a0\u00a0\u00a0\u00a0\u03b2 : Do\u011frultu
            <\/span><\/p>\n

            1.D\u00fczlem : T\u00fcnel eksenine dik do\u011frultudaki d\u00fc\u015fey d\u00fczlem
            <\/span><\/p>\n

            2.D\u00fczlem : T\u00fcnel ekseni ile \u03b2 a\u00e7\u0131s\u0131 yapan d\u00fc\u015fey d\u00fczlem
            <\/span><\/p>\n

            3.D\u00fczlem : T\u00fcnel eksenine dik do\u011frultuda, t\u00fcnel a\u00e7\u0131l\u0131\u015f y\u00f6n\u00fcnde \u03b1 a\u00e7\u0131s\u0131yla e\u011fimli d\u00fczlem
            <\/span><\/p>\n

            4.D\u00fczlem : T\u00fcnel ekseni ile \u03b21 a\u00e7\u0131s\u0131 yapan, t\u00fcnel a\u00e7\u0131l\u0131\u015f y\u00f6n\u00fcne \u03b11 e\u011fimli d\u00fczlem
            <\/span><\/p>\n

            Soru : <\/strong>K30D do\u011frultusunda GB’ ya do\u011fru a\u00e7\u0131lmakta olan bir t\u00fcnelin taban\u0131 10m, yan duvarlar\u0131 ise 8m’dir. T\u00fcnel a\u00e7\u0131l\u0131\u015f y\u00f6n\u00fcnde tespit edilen birimler, s\u00fcreksizlikler ve d\u00fczlemlerin konumlar\u0131 a\u015fa\u011f\u0131da verilmi\u015ftir. 52 m uzunluklu t\u00fcnelin 1\/200 \u00f6l\u00e7ekli kesitini \u00e7izerek d\u00fczlemleri g\u00f6steriniz.
            <\/span><\/p>\n<\/colgroup>\n\n\n\n\n\n\n\n\n\n\n\n\n\n
            Sa\u011f giri\u015ften uzakl\u0131k<\/strong><\/span><\/td>\nBirim<\/strong><\/span><\/td>\nDo\u011frultu \/ E\u011fim<\/strong><\/span><\/td>\n<\/tr>\n
            0-4 m<\/span><\/td>\nMarn<\/span><\/td>\nK38B \/ 60 KD<\/span><\/td>\n<\/tr>\n
            4. metre<\/span><\/td>\nNormal fay<\/span><\/td>\nK60B \/ 63 KD<\/span><\/td>\n<\/tr>\n
            4-24 m<\/span><\/td>\nKire\u00e7ta\u015f\u0131<\/span><\/td>\nK75D \/ 45 KB<\/span><\/td>\n<\/tr>\n
            18. metre<\/span><\/td>\nKarstik bo\u015fluk (1 m)<\/span><\/td>\nK82D \/ 90<\/span><\/td>\n<\/tr>\n
            24. metre<\/span><\/td>\nTers fay<\/span><\/td>\nK29B \/ 70 GB<\/span><\/td>\n<\/tr>\n
            24-42 m<\/span><\/td>\n\u015eist<\/span><\/td>\n\u00a0<\/td>\n<\/tr>\n
            \u00a0<\/td>\nTabakalanma<\/span><\/td>\nK49B \/ 54 KD<\/span><\/td>\n<\/tr>\n
            \u00a0<\/td>\n\u015eistozite<\/span><\/td>\nK63D \/ 75 GD<\/span><\/td>\n<\/tr>\n
            42. metre<\/span><\/td>\nDokanak<\/span><\/td>\nK49B \/ 54 KD<\/span><\/td>\n<\/tr>\n
            42-52 m<\/span><\/td>\nGranit<\/span><\/td>\n\n

            –<\/span><\/p>\n<\/td>\n<\/tr>\n

            50. metre<\/span><\/td>\nDiyabaz dike<\/span><\/td>\nK71B \/ 65 GB<\/span><\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

            M\u00fchendislik Jeolojisi Uygulamas\u0131 \u2013 11
            <\/strong><\/span><\/p>\n

            \"\"
            <\/span><\/p>\n

            M\u00fchendislik Jeolojisi Uygulamas\u0131 – 12<\/strong>
            <\/span><\/p>\n

            Soru : <\/strong>A\u015fa\u011f\u0131daki \u00e7izelgede herhangi bir b\u00f6lgeden al\u0131nan 31 y\u0131ll\u0131k s\u00fcredeki deprem b\u00fcy\u00fckl\u00fckleri ve olu\u015fum say\u0131lar\u0131 verilmi\u015ftir.
            <\/span><\/p>\n

              \n
            1. B\u00f6lgenin Gutenberg-Richter ba\u011f\u0131nt\u0131s\u0131n\u0131 elde ediniz
              <\/span><\/li>\n
            2. M= 6.0, 7.0 ve 8.0 depremlerin tekerr\u00fcr (tekrarlanma) aral\u0131klar\u0131n\u0131 hesaplay\u0131n\u0131z
              <\/span><\/li>\n
            3. 25, 50 ve 100 y\u0131ll\u0131k tekerr\u00fcr aral\u0131klar\u0131na kar\u015f\u0131l\u0131k gelen deprem b\u00fcy\u00fckl\u00fcklerini hesaplay\u0131n\u0131z.
              <\/span><\/li>\n<\/ol>\n<\/colgroup>\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n
              B\u00fcy\u00fckl\u00fck aral\u0131\u011f\u0131<\/span><\/td>\nOlu\u015fum say\u0131s\u0131<\/span><\/td>\nK\u00fcm\u00fclatif olu\u015fum say\u0131s\u0131<\/span><\/td>\nY\u0131ll\u0131k k\u00fcm\u00fclatif olu\u015fum say\u0131s\u0131<\/span><\/td>\n<\/tr>\n
              2.0-2.2<\/span><\/td>\n\n

              877<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              2.2-2.4<\/span><\/td>\n\n

              345<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              2.4-2.6<\/span><\/td>\n\n

              742<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              2.6-2.8<\/span><\/td>\n\n

              2339<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              2.8-3.0<\/span><\/td>\n\n

              1434<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              3.0-3.2<\/span><\/td>\n\n

              2792<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              3.2-3.4<\/span><\/td>\n\n

              1301<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              3.4-3.6<\/span><\/td>\n\n

              1549<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              3.6-3.8<\/span><\/td>\n\n

              676<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              3.8-4.0<\/span><\/td>\n\n

              514<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              4.0-4.2<\/span><\/td>\n\n

              830<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              4.2-4.4<\/span><\/td>\n\n

              287<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              4.4-4.6<\/span><\/td>\n\n

              366<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              4.6-4.8<\/span><\/td>\n\n

              140<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              4.8-5.0<\/span><\/td>\n\n

              67<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              5.0-5.2<\/span><\/td>\n\n

              99<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              5.2-5.4<\/span><\/td>\n\n

              35<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              5.4-5.6<\/span><\/td>\n\n

              41<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              5.6-5.8<\/span><\/td>\n\n

              16<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              5.8-6.0<\/span><\/td>\n\n

              11<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              6.0-6.2<\/span><\/td>\n\n

              14<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              6.2-6.4<\/span><\/td>\n\n

              5<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              6.4-6.6<\/span><\/td>\n\n

              6<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              6.6-6.8<\/span><\/td>\n\n

              0<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              6.8-7.0<\/span><\/td>\n\n

              3<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              7.0-7.2<\/span><\/td>\n\n

              1<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              7.2-7.4<\/span><\/td>\n\n

              1<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              7.4-7.6<\/span><\/td>\n\n

              0<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n
              7.6-7.8<\/span><\/td>\n\n

              1<\/span><\/p>\n<\/td>\n

              		\u00a0<\/td>\n\u00a0<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

              KAYNAKLAR
              <\/strong><\/span><\/p>\n

              ASTM D1586-99 1988. Standard Test Method for Penetration Test and Split-Barrel Sampling of Soils. American Society for Testing and Materials (ASTM), Soil and Rock, Building stones.Section 4, V. 04,08
              <\/span><\/p>\n

              Barton, N., Lien, R. and Lunde, J., 1974. Engineering classification of rock masses for the design of rock support. Rock Mechanics 6, 1974, pp. 189-236.
              <\/span><\/p>\n

              Bieniawski, Z.T., 1973. Engineering classification of jointed rock masses. Trans. S. Africa Instn. Civ. Engrs., Vol. 15, No 12, Dec. 1973, pp 335 – 344.
              <\/span><\/p>\n

              Bieniawski, Z.T., 1974. Geomechanics classification of rock masses and its application in tunneling. Proc. Third Int. Congress on Rock Mechanics, ISRM, Denver 1974, pp.27-32
              <\/span><\/p>\n

              Bieniawski Z.T., 1976. Rock mass classifications in rock engineering. Proceedings Symposium on Exploration for Rock Engineering; ed. Z.T. Bieniawski A.A. Balkema, Rotterdam, pp. 97-106.
              <\/span><\/p>\n

              Bieniawski Z.T., 1989. Engineering rock mass classifications. John Wiley & Sons, New York, 251p.
              <\/span><\/p>\n

              Bishop, A., W., 1955. The use of slip circle in the stability analysis of earth slopes. Geotechnique, 5(1), 7-17.
              <\/span><\/p>\n

              Deere D.U., 1964. Technical description of rock cores for engineering purposes. Felsmechanik und Ingenieurgeologie, 1, 16-22.
              <\/span><\/p>\n

              Grimstad E. and Barton N., 1993. Updating the Q-system for NMT. Proc. Int. Symp. on Sprayed Concrete, Fagernes, Norway, 1993. Norwegian Concrete Association, Oslo, 20 pp.
              <\/span><\/p>\n

              Hoek, E. And Bray, J.W., 1977. Rock slope engineering. The Institution of Mining and Metallurgy, London.
              <\/span><\/p>\n

              ISRM (International Society for Rock Mechanics), 1981. Rock characterisation, Testing and Monitoring. ISRM Suggested Methods. Pergamon Press, Oxford, E.T. Brown (ed), 2119.
              <\/span><\/p>\n

              Lugeon,M., 1933. Barrages et Geologie, methods de recherces terrasement et unpermeabilisation. Litraire des Universit\u00e9.
              <\/span><\/p>\n

              \u00dcnal, E., 1983. Design guidelines and roof control standarts for coal mine roofs. PhD. Thesis, Pennsylvania State University, University Park, 355 pp.
              <\/span><\/p>\n

              \u00a0<\/span><\/p>","protected":false},"excerpt":{"rendered":"

              M\u00fchendislik Jeolojisi Uygulamas\u0131 Bir baraj yerinde a\u00e7\u0131lacak olan \u00e7evirme t\u00fcnelinde yap\u0131lan sondajlarda gnays kesilmi\u015ftir. T\u00fcnel \u00e7ap\u0131 5 metre olarak planlanm\u0131\u015ft\u0131r. Gnaysda RQD %80, tek eksenli basma dayan\u0131m\u0131 125 MPa bulunmu\u015ftur. S\u00fcreksizlik \u00e7al\u0131\u015fmalar\u0131na g\u00f6re; orta derecede eklem seti say\u0131s\u0131 3, eklem duvarlar\u0131 sert, az ayr\u0131\u015fm\u0131\u015f, p\u00fcr\u00fczl\u00fc-d\u00fczensiz ve dalgal\u0131 olup eklemler aras\u0131ndaki a\u00e7\u0131kl\u0131k (ayr\u0131lma) 1.0 mm’den azd\u0131r.<\/p>","protected":false},"author":1,"featured_media":2561,"comment_status":"open","ping_status":"open","sticky":false,"template":"","format":"standard","meta":{"advanced_seo_description":"","jetpack_seo_html_title":"","jetpack_seo_noindex":false,"_kadence_starter_templates_imported_post":false,"_kad_post_transparent":"","_kad_post_title":"","_kad_post_layout":"","_kad_post_sidebar_id":"","_kad_post_content_style":"","_kad_post_vertical_padding":"","_kad_post_feature":"","_kad_post_feature_position":"","_kad_post_header":false,"_kad_post_footer":false,"_kad_post_classname":"","jetpack_post_was_ever_published":false,"_jetpack_newsletter_access":"","_jetpack_dont_email_post_to_subs":false,"_jetpack_newsletter_tier_id":0,"_jetpack_memberships_contains_paywalled_content":false,"_jetpack_memberships_contains_paid_content":false,"footnotes":"","jetpack_publicize_message":"","jetpack_publicize_feature_enabled":true,"jetpack_social_post_already_shared":false,"jetpack_social_options":{"image_generator_settings":{"template":"highway","default_image_id":0,"font":"","enabled":false},"version":2}},"categories":[5],"tags":[],"class_list":["post-1468","post","type-post","status-publish","format-standard","has-post-thumbnail","hentry","category-tunel-nedir"],"jetpack_publicize_connections":[],"jetpack_featured_media_url":"https:\/\/bakiacil.com\/wp-content\/uploads\/Tunel-deseklemesi-scaled.jpg?v=1657999384","jetpack_sharing_enabled":true,"jetpack_shortlink":"https:\/\/wp.me\/p9zVBf-nG","jetpack_likes_enabled":true,"_links":{"self":[{"href":"https:\/\/bakiacil.com\/en\/wp-json\/wp\/v2\/posts\/1468","targetHints":{"allow":["GET"]}}],"collection":[{"href":"https:\/\/bakiacil.com\/en\/wp-json\/wp\/v2\/posts"}],"about":[{"href":"https:\/\/bakiacil.com\/en\/wp-json\/wp\/v2\/types\/post"}],"author":[{"embeddable":true,"href":"https:\/\/bakiacil.com\/en\/wp-json\/wp\/v2\/users\/1"}],"replies":[{"embeddable":true,"href":"https:\/\/bakiacil.com\/en\/wp-json\/wp\/v2\/comments?post=1468"}],"version-history":[{"count":3,"href":"https:\/\/bakiacil.com\/en\/wp-json\/wp\/v2\/posts\/1468\/revisions"}],"predecessor-version":[{"id":3240,"href":"https:\/\/bakiacil.com\/en\/wp-json\/wp\/v2\/posts\/1468\/revisions\/3240"}],"wp:featuredmedia":[{"embeddable":true,"href":"https:\/\/bakiacil.com\/en\/wp-json\/wp\/v2\/media\/2561"}],"wp:attachment":[{"href":"https:\/\/bakiacil.com\/en\/wp-json\/wp\/v2\/media?parent=1468"}],"wp:term":[{"taxonomy":"category","embeddable":true,"href":"https:\/\/bakiacil.com\/en\/wp-json\/wp\/v2\/categories?post=1468"},{"taxonomy":"post_tag","embeddable":true,"href":"https:\/\/bakiacil.com\/en\/wp-json\/wp\/v2\/tags?post=1468"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}