{"id":1798,"date":"2026-08-03T21:34:17","date_gmt":"2026-08-03T21:34:17","guid":{"rendered":"https:\/\/protasoftware.com\/tr\/destek\/teknik-kilavuzlar\/cok-katli-binalarda-3b-otelenme-etkileri\/"},"modified":"2026-08-03T21:34:17","modified_gmt":"2026-08-03T21:34:17","slug":"cok-katli-binalarda-3b-otelenme-etkileri","status":"publish","type":"wiki","link":"https:\/\/protasoftware.com\/tr\/destek\/teknik-kilavuzlar\/cok-katli-binalarda-3b-otelenme-etkileri\/","title":{"rendered":"\u00c7ok Katl\u0131 Binalarda 3B \u00d6telenme Etkileri"},"content":{"rendered":"
\n
Bir\u00e7ok yap\u0131, salt d\u00fc\u015fey (yer\u00e7ekimi) y\u00fckler alt\u0131nda do\u011fal bir \u00f6telenmeye maruz kal\u0131r. Bu \u00f6telenmeler, kiri\u015flerdeki beklenen moment diyagramlar\u0131nda \u00f6nemli de\u011fi\u015fikliklere yol a\u00e7abilir. Kolon ve perdelerin eksenel kuvveti ile momenti de \u00f6telenme nedeniyle \u00f6nemli \u00f6l\u00e7\u00fcde de\u011fi\u015febilir.<\/span><\/div>\n
<\/div>\n
Bu gibi durumlarda, nominal y\u00fck hallerinin yap\u0131n\u0131n do\u011fal \u00f6telenme y\u00f6n\u00fcyle uyumlu \u015fekilde uyguland\u0131\u011f\u0131 kombinasyonlar i\u00e7in kontrollerin yap\u0131ld\u0131\u011f\u0131ndan emin olmak \u00f6nemlidir.<\/span><\/div>\n
<\/div>\n
Daha u\u00e7 durumlarda, perde duvarlar ve \u00e7ekirdek perdelerle stabilize edilen binalar, salt d\u00fc\u015fey y\u00fck alt\u0131nda \u00f6nemli \u00f6l\u00e7\u00fcde \u00f6telenir.<\/span><\/div>\n

Yer\u00e7ekimi Y\u00fck\u00fc Alt\u0131nda \u00d6telenme Etkileri
<\/span><\/h1>\n


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


\n \u00c7o\u011fu model, salt d\u00fc\u015fey y\u00fcklere maruz kald\u0131\u011f\u0131nda k\u00fc\u00e7\u00fck \u00f6l\u00e7\u00fcde \u00f6telenir. \u00c7o\u011fu model\/yap\u0131 i\u00e7in bu etki genellikle ihmal edilebilir d\u00fczeydedir. Baz\u0131 modellerde ise bu etki daha belirgin olabilir.
\n <\/span><\/div>\n


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


\n Bu b\u00f6l\u00fcmde \u015funlar g\u00f6sterilecektir:
\n <\/span><\/div>\n


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


    \n <\/span><\/p>\n
  1. Bu etki, yap\u0131n\u0131n yatay y\u00fck ta\u015f\u0131yan elemanlar\u0131 i\u00e7indeki \u2013 \u00f6zellikle perde duvarlar ve \u00e7ekirdek perdelerdeki \u2013 farkl\u0131 eksenel bas\u0131n\u00e7la ili\u015fkilidir.
    <\/span><\/li>\n


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

  2. Bu etki, tam \u00e7er\u00e7eveli bir yap\u0131n\u0131n her analizinde ortaya \u00e7\u0131kar.<\/span><\/span>
    <\/span><\/li>\n


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

  3. Bu etki, \u00e7ekirdek perdelerle stabilize edilen kiri\u015fsiz d\u00f6\u015feme modellerinde de ortaya \u00e7\u0131kabilir.<\/span><\/span>
    <\/span><\/li>\n


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

  4. Bu etkinin tasar\u0131m a\u00e7\u0131s\u0131ndan genellikle \u00f6nemsiz kalmas\u0131n\u0131n bir\u00e7ok nedeni vard\u0131r.<\/span><\/span><\/li>\n<\/ol>\n

    Tam \u00c7er\u00e7eveli Yap\u0131lar<\/span>
    <\/h2>\n
    \n
    \n \n <\/div>\n<\/p><\/div>\n
    \n Yukar\u0131daki yap\u0131, binan\u0131n bir kenar\u0131na tamamen kayd\u0131r\u0131lm\u0131\u015f tek bir C \u015feklinde \u00e7ekirdek perdeye sahip, \u00e7ok basit 10 katl\u0131 bir modeldir. Yaln\u0131zca bu \u00f6rnek i\u00e7in t\u00fcm kiri\u015flerin her iki ucu mafsall\u0131 kabul edilmi\u015f, b\u00f6ylece \u00f6telenme rijitli\u011fi sa\u011flayacak \u00e7er\u00e7eve etkisi ortadan kald\u0131r\u0131lm\u0131\u015ft\u0131r. Yap\u0131 bu nedenle stabilite a\u00e7\u0131s\u0131ndan tamamen \u00e7ekirdek perdelere ba\u011f\u0131ml\u0131d\u0131r. B<\/span>unun u\u00e7 bir \u00f6rnek oldu\u011funa dikkat edilmelidir.<\/span><\/div>\n
    <\/div>\n
    D\u00f6\u015femeler a\u011fa b\u00f6l\u00fcnmeden varsay\u0131lan bina analizi yap\u0131l\u0131r; yani analiz temelde en \u00fcst kattan en alt kata kadar 3B tel kafes model esas\u0131na dayan\u0131r.<\/span><\/div>\n
    <\/div>\n
    A\u015fa\u011f\u0131daki Analitik Model<\/a> g\u00f6r\u00fcn\u00fcm\u00fc, binan\u0131n nominal y\u00fckler etkisi alt\u0131nda nas\u0131l \u00f6telendi\u011fini ve buruldu\u011funu g\u00f6stermektedir.<\/span>\n <\/div>\n<\/div>\n
    \n
    \n \n <\/div>\n
    \n Burulma etkisi belirgindir ve en \u00fcst kattaki maksimum yer de\u011fi\u015ftirme 100 mm’yi a\u015fmaktad\u0131r. Ger\u00e7ek bir yap\u0131, bu denli d\u0131\u015fmerkez bir C \u015feklindeki \u00e7ekirdek perde ile kabul edilebilir \u015fekilde stabilize edilemez.
    \n <\/span><\/div>\n


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


    \n
    \n <\/span><\/div>\n


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


    \n Yaln\u0131zca d\u00fc\u015fey y\u00fcklerin uyguland\u0131\u011f\u0131 sabit y\u00fck h\u00e2li incelendi\u011finde, a\u015fa\u011f\u0131da g\u00f6sterildi\u011fi gibi yanal \u00f6telenme de g\u00f6r\u00fclmektedir.<\/span>\n <\/div>\n
    \n
    \n \n <\/div>\n<\/p><\/div>\n
    \n

    Bu \u00f6telenme neden olu\u015fur?
    <\/span><\/h3>\n


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


    \n Yukar\u0131daki g\u00f6r\u00fcn\u00fcmde \u00e7ekirdek perdelerdeki d\u00fc\u015fey gerilme konturlar\u0131 da g\u00f6sterilmektedir \u2013 C \u015feklindeki \u00e7ekirdek perdenin flan\u015f uzunlu\u011fu boyunca gerilme de\u011fi\u015fimi a\u00e7\u0131k\u00e7a g\u00f6r\u00fclmektedir.
    \n <\/span><\/div>\n


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


    \n
    \n <\/span><\/div>\n


    \n <\/span><\/div>\n


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


    \n Birinci kat seviyesindeki perde panellerine ait tasar\u0131m kuvvetleri a\u015fa\u011f\u0131da g\u00f6sterilmi\u015ftir. 1W3 flan\u015flar\u0131ndaki y\u00fcklerin, 1W2 g\u00f6vdesindekinden daha y\u00fcksek oldu\u011funa dikkat edilmelidir. Bu nedenle, bu daha k\u0131sa flan\u015flardaki metre ba\u015f\u0131na ortalama y\u00fck \u00e7ok daha y\u00fcksektir.<\/span>\n <\/div>\n
    \n
    \n \n <\/div>\n
    \n \n <\/div>\n<\/p><\/div>\n
    \n
    \n Bu g\u00f6r\u00fcn\u00fcme bak\u0131ld\u0131\u011f\u0131nda, C \u015feklindeki \u00e7ekirdek perdeye uygulanan etkin y\u00fckleme merkezinin, a\u011f\u0131rl\u0131k merkezinin sa\u011f\u0131na ve \u00fczerine kayd\u0131\u011f\u0131 g\u00f6r\u00fclebilir (bu, yukar\u0131daki g\u00f6r\u00fcn\u00fcmde g\u00f6sterilen rijitlik merkezine olduk\u00e7a yak\u0131n olacakt\u0131r). Bu d\u0131\u015fmerkez y\u00fck, \u00e7ekirdekte kar\u015f\u0131lanamayan bir e\u011frili\u011fe yol a\u00e7ar ve bunun sonucunda \u00fcst katlarda \u00f6telenme meydana gelir.
    \n <\/span><\/div>\n


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


    \n
    \n <\/span><\/div>\n


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


    \n \u0130ster a\u011f (mesh) ister orta-ayak (mid-pier) idealizasyonu kullan\u0131ls\u0131n, ayn\u0131 etkiler g\u00f6r\u00fclmektedir.
    \n <\/span><\/div>\n


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


    \n
    \n <\/span><\/div>\n


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


    \n Kiri\u015fsiz d\u00f6\u015feme kullanan benzer bir modele ge\u00e7meden \u00f6nce, yukar\u0131daki \u00e7ekirdek perdenin \u00fc\u00e7 panelindeki toplam hareketli y\u00fck\u00fcn 698,6 + 219 + 464,4 = 1382 kN oldu\u011fu belirtilmelidir.<\/span>\n <\/div>\n

    Kiri\u015fsiz D\u00f6\u015feme Alanlar\u0131 \u0130\u00e7eren Yap\u0131lar<\/span>
    <\/h2>\n
    \n
    \n \n <\/div>\n
    \n \n <\/div>\n<\/p><\/div>\n
    \n Yukar\u0131da belirtildi\u011fi gibi, \u00f6telenme etkisi y\u00fck\u00fcn bir \u00e7ekirdek perdeye d\u0131\u015fmerkez olarak uygulanmas\u0131ndan kaynaklan\u0131r. \u00d6telenmenin b\u00fcy\u00fckl\u00fc\u011f\u00fc, eksenel y\u00fck\u00fcn b\u00fcy\u00fckl\u00fc\u011f\u00fc ve uygulama noktas\u0131yla ili\u015fkilidir.
    \n <\/span><\/div>\n


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


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

    D\u00f6\u015feme Y\u00fckleri \u2013 Akma \u00c7izgisi Ayr\u0131\u015ft\u0131rmas\u0131
    <\/span><\/h3>\n


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


    \n Bu bina, d\u00f6\u015feme y\u00fcklerinin varsay\u0131lan akma \u00e7izgisi ayr\u0131\u015ft\u0131rmas\u0131 kullan\u0131larak analiz edilirse, bina analizinin uygulanan t\u00fcm y\u00fckleri hesaba katmad\u0131\u011f\u0131n\u0131 belirten bir mesaj g\u00f6r\u00fcnt\u00fclenir.
    \n <\/span><\/div>\n


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


    \n
    \n <\/span><\/div>\n


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


    \n Bu a\u015famada, plan \u00fczerinde g\u00f6sterilen analiz sonu\u00e7lar\u0131 kolonlarda hi\u00e7 y\u00fck, perdelerde ise bir miktar y\u00fck oldu\u011funu g\u00f6sterir.<\/span><\/div>\n
    \n <\/div>\n
    \n
    \n \n <\/div>\n
    \n \n <\/div>\n<\/p><\/div>\n<\/p><\/div>\n
    \n
    \n Yukar\u0131daki \u00e7ekirdek perdenin \u00fc\u00e7 panelindeki toplam Hareketli Y\u00fck 273,2 + 155 + 273,8 = 702 kN olur; bu de\u011fer, mafsall\u0131 kiri\u015flerin dahil edildi\u011fi modelde elde edilen de\u011ferden \u00e7ok daha d\u00fc\u015f\u00fckt\u00fcr. Duvarlardaki y\u00fck miktar\u0131 hatal\u0131 olur; ger\u00e7ek de\u011ferden \u00e7ok y\u00fcksek veya \u00e7ok d\u00fc\u015f\u00fck \u00e7\u0131kabilir.
    \n <\/span><\/div>\n


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


    \n
    \n <\/span><\/div>\n


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


    \n Ba\u015fka kaynaklarda ayr\u0131nt\u0131l\u0131 olarak a\u00e7\u0131kland\u0131\u011f\u0131 gibi, bu bina analizi sabit ve hareketli y\u00fck durumlar\u0131 a\u00e7\u0131s\u0131ndan bir de\u011fer ta\u015f\u0131maz. D\u00f6\u015femesi di\u015fsiz d\u00f6\u015feme olan bir model i\u00e7in sabit ve hareketli y\u00fck tasar\u0131m durumlar\u0131 genellikle bir sonlu eleman aktar\u0131m analizinin birle\u015ftirilmi\u015f sonu\u00e7lar\u0131ndan elde edilir.<\/span>\n <\/div>\n<\/p><\/div>\n
    \n

    D\u00f6\u015feme Y\u00fckleri \u2013 Sonlu Eleman Ayr\u0131\u015ft\u0131rmas\u0131
    <\/span><\/h3>\n


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


    \n Duvarlara (kolonlara de\u011fil) uygulanan y\u00fckleme, sonlu eleman y\u00fck ayr\u0131\u015ft\u0131rma se\u00e7ene\u011fi kullan\u0131larak d\u00fczeltilebilir (bu se\u00e7enek hakk\u0131nda daha fazla bilgi i\u00e7in<\/span> Yield Line and FE Load Decomposition with Example<\/a> b\u00f6l\u00fcm\u00fcne bak\u0131n). Bu de\u011fi\u015fiklik yap\u0131ld\u0131ktan sonra duvarlardaki y\u00fckler a\u015fa\u011f\u0131da g\u00f6sterildi\u011fi gibi de\u011fi\u015fir.<\/span><\/div>\n
    \n <\/div>\n<\/p><\/div>\n
    \n
    \n \n <\/div>\n
    \n \n <\/div>\n<\/p><\/div>\n
    \n Yukar\u0131daki \u00e7ekirdek perdenin \u00fc\u00e7 panelindeki toplam Hareketli Y\u00fck \u015fimdi 846,8 – 15,9 + 757,9 = 1588,8 kN olur. Toplamda bu de\u011fer, mafsall\u0131 kiri\u015flerin dahil edildi\u011fi modelde bulunan 1382 kN toplam de\u011ferinden \u00e7ok farkl\u0131 de\u011fildir; sonlu eleman analizindeki d\u00f6\u015feme s\u00fcreklili\u011fi etkileri bu durumda \u00e7ekirde\u011fe daha fazla y\u00fck \u00e7ekilmesine yol a\u00e7ar. Bu y\u00fck daha d\u0131\u015fmerkezlidir ve bunun sonucunda (bu u\u00e7 \u00f6rnek i\u00e7in) g\u00f6vdede \u00e7ekme olu\u015fur.<\/span>
    <\/span>
    \n <\/span><\/div>\n


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


    \n <\/span>
    <\/span>
    \n <\/span><\/div>\n


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


    \n Yap\u0131n\u0131n d\u00fc\u015fey y\u00fck durumu i\u00e7in \u00f6telenmesi analiz sonu\u00e7 i\u015fleme g\u00f6r\u00fcn\u00fcm\u00fcnde yine belirgindir; C\u2010\u015feklindeki \u00e7ekirde\u011fin flan\u015f uzunlu\u011fu boyunca gerilme de\u011fi\u015fimi de burada g\u00f6r\u00fcl\u00fcr.<\/span>\n <\/div>\n
    \n
    \n \n <\/div>\n
    \n \n <\/div>\n<\/p><\/div>\n
    \n Bu \u00f6rnekte olu\u015fan maksimum \u00f6telenme 46 mm’dir; a\u015fa\u011f\u0131daki tart\u0131\u015fma bu de\u011feri bir ba\u011flama oturtacakt\u0131r.<\/span><\/span>\n <\/div>\n<\/p><\/div>\n
    \n
    \n \"Bilgi\"
    \n <\/span><\/p>\n

    \n Di\u015fsiz d\u00f6\u015feme modelleri i\u00e7in bina analizinde kat\u0131n d\u00f6\u015femelerini a\u011f (mesh) olarak da tan\u0131mlayabilirsiniz.<\/span> <\/div>\n
    Bu se\u00e7enek hakk\u0131nda daha fazla bilgi i\u00e7in<\/span> Model Options > Slab Model > Include Slabs in Building Model<\/span><\/a> <\/span>b\u00f6l\u00fcm\u00fcne bak\u0131n.<\/span><\/span><\/div>\n

    <\/span>\n <\/div>\n<\/p><\/div>\n

    \n

    De\u011ferlendirme<\/span><\/span><\/span><\/span>
    <\/h2>\n

    Y\u00fck D\u0131\u015fmerkezli\u011fi<\/span><\/span><\/span><\/span>
    <\/h3>\n
    \n Ba\u015fta belirtildi\u011fi gibi, yukar\u0131da kullan\u0131lan model u\u00e7 bir \u00f6rnektir. C\u2010\u015feklindeki \u00e7ekirdek i\u00e7inde en u\u00e7 ofset y\u00fcklemeyi olu\u015fturmak i\u00e7in model kenar\u0131na konumland\u0131r\u0131lm\u0131\u015ft\u0131r. Bu konumda tek bir \u00e7ekirdek yap\u0131y\u0131 etkin bi\u00e7imde stabilize edemez. Nosyonel y\u00fck durumlar\u0131 alt\u0131nda \u00f6telenme 100 mm’yi a\u015far. Bu yap\u0131 ger\u00e7ekte in\u015fa edilecek bir yap\u0131 de\u011fildir.<\/span><\/span><\/span>
    <\/span>\n <\/div>\n
    \n
    <\/span>\n <\/div>\n<\/p><\/div>\n
    \n Yap\u0131lar\u0131n tek bir \u00e7ekirdek ile stabilize edildi\u011fi durumlarda \u00e7ekirdek genellikle daha merkezi bir konuma yerle\u015ftirilir ve daha \u00fcniform bir y\u00fckleme \u00e7eker.<\/span><\/span><\/span>\n <\/div>\n
    \n <\/p>\n
    \n \n <\/div>\n
    \n \n <\/div>\n

    <\/span>\n <\/div>\n

    \n \u00d6rnek yukar\u0131da g\u00f6sterildi\u011fi gibi d\u00fczenlenip \u00e7ekirde\u011fin her taraftan y\u00fck \u00e7ekmesi sa\u011flan\u0131rsa, d\u00fc\u015fey y\u00fck alt\u0131ndaki \u00f6telenme 46 mm’den 40 mm’ye d\u00fc\u015fer (di\u011fer her \u015fey e\u015fit kalmak ko\u015fuluyla). Bu durumda dahi yap\u0131, nosyonel y\u00fckler nedeniyle \u00f6nemli \u00f6l\u00e7\u00fcde \u00f6telenmeye u\u011frar ve b\u00fcy\u00fck olas\u0131l\u0131kla bu da in\u015fa edilecek bir yap\u0131 olmaz. (\u00c7ekirde\u011fin a\u00e7\u0131k C\u2010\u015fekli burulmaya \u00e7ok elveri\u015flidir.)<\/span><\/span>\n <\/div>\n
    \n \n <\/div>\n

    \u0130n\u015faat ve S\u00fcnme Etkileri<\/span><\/span><\/span>
    <\/span><\/h3>\n


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


    \n <\/span>D\u00fc\u015fey y\u00fcklerin olu\u015fturdu\u011fu \u00f6telenme \u00f6nemli g\u00f6r\u00fcn\u00fcyorsa ve ger\u00e7ek deplasman\u0131n kestirilmesi gerekiyorsa in\u015faat s\u0131ras\u0131 ve sonras\u0131ndaki s\u00fcnme etkileri de\u011ferlendirilmelidir.<\/span><\/span>
    \n <\/span><\/div>\n


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


    \n <\/span>
    <\/span><\/span>
    \n <\/span><\/div>\n


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


    \n <\/span>Bu \u00f6telenme, duvarlar i\u00e7indeki diferansiyel eksenel deformasyondan kaynaklan\u0131r. Bu eksenel deformasyon, her yeni kat\u0131n oturtuldu\u011fu anda olu\u015fan ani deformasyonlar ile devam eden s\u00fcnme deformasyonlar\u0131n\u0131n birle\u015fimidir. Her iki etki de zamana ba\u011fl\u0131d\u0131r. Bir kat y\u00fck\u00fc eklendi\u011finde, o kat\u0131 destekleyen duvarlardaki beton, hemen alt\u0131ndaki katta daha gen\u00e7, alt katlarda ise kademeli olarak daha ya\u015fl\u0131 olur. Gen\u00e7 beton, uygulanan y\u00fck nedeniyle daha b\u00fcy\u00fck bir ani deformasyon ve daha b\u00fcy\u00fck bir uzun d\u00f6nem s\u00fcnme deformasyonu g\u00f6sterir. Bu konunun ayr\u0131nt\u0131l\u0131 incelenmesi bu makalenin kapsam\u0131 d\u0131\u015f\u0131ndad\u0131r; ancak bu konunun<\/span> Working with Flat Slabs<\/a> ba\u015fl\u0131kl\u0131 konu \u00fczerinden eri\u015filen di\u015fsiz d\u00f6\u015feme sehimleri tart\u0131\u015fmas\u0131yla \u00f6nemli \u00f6l\u00e7\u00fcde ortak bir arka plana sahip oldu\u011funu belirtmek gerekir.<\/span>\n <\/div>\n
    \n
    <\/span>\n <\/div>\n
    \n Bu etkinin \u00e7ok kapsaml\u0131 bir de\u011ferlendirmesi, in\u015faat s\u0131ralamas\u0131n\u0131 ve zamana ba\u011fl\u0131 etkileri hesaba katar. Bu t\u00fcr durumlarda sonucun, dayand\u0131\u011f\u0131 varsay\u0131mlardaki de\u011fi\u015fimlere kar\u015f\u0131 hassasiyeti de\u011ferlendirilmelidir. Tam do\u011fruluk i\u00e7in bu analizde, duvarlar\u0131n in\u015faat s\u0131ras\u0131nda m\u00fcmk\u00fcn oldu\u011funca d\u00fc\u015fey olarak in\u015fa edilmesi nedeniyle deplasman\u0131n bir k\u0131sm\u0131n\u0131n in\u015faat s\u0131ras\u0131nda giderilece\u011fi ger\u00e7e\u011finin de hesaba kat\u0131lmas\u0131 gerekir.<\/span><\/span>
    \n <\/span><\/div>\n


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


    \n <\/span>
    <\/span><\/span>
    \n <\/span><\/div>\n


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


    \n <\/span>Asl\u0131nda bu t\u00fcr karma\u015f\u0131k bir analizle elde edilen sonu\u00e7, betonun farkl\u0131 E (Elastisite Mod\u00fcl\u00fc) de\u011ferleri kullan\u0131larak yap\u0131lan basit do\u011frusal statik bir analizle daha kolay \u00f6ng\u00f6r\u00fclebilecek iki u\u00e7 de\u011fer aras\u0131nda bir yerde kal\u0131r.<\/span><\/span>
    \n <\/span><\/div>\n


    \n<\/span><\/div>\n


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


    \n
    \n<\/span><\/div>\n


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


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

    \n Toplam sehim i\u00e7in bir minimum de\u011fer tahmin etmek amac\u0131yla k\u0131sa s\u00fcreli bir E de\u011feri kullan\u0131labilir.
    \n <\/span><\/div>\n


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


    \n
    \n <\/span><\/div>\n


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


    \n Perdelerde \u00e7atlama etkileri b\u00fcy\u00fck olas\u0131l\u0131kla g\u00f6z ard\u0131 edilebilir; bu durumda yaln\u0131zca ilave s\u00fcnme etkilerinin dikkate al\u0131nmas\u0131 gerekir. S\u00fcnmenin net etkisinin ani sehimin iki kat\u0131ndan daha az olmas\u0131 olas\u0131d\u0131r. Bu nedenle yukar\u0131da belirlenen de\u011fer iki kat\u0131na \u00e7\u0131kar\u0131labilir veya E de\u011feri k\u0131sa s\u00fcreli de\u011ferin yar\u0131s\u0131na ayarlanarak ba\u015fka bir analiz yap\u0131labilir.<\/span>\n <\/div>\n
    \n
    \n \"Notlar\"<\/p>\n
    \n Flat d\u00f6\u015feme modelleri de\u011ferlendirilirken k\u0131sa s\u00fcreli de\u011ferin yakla\u015f\u0131k \u00bc\u2019\u00fc kadar ayarlanm\u0131\u015f uzun s\u00fcreli E de\u011ferleri kullanmak yayg\u0131n bir uygulamad\u0131r. <\/span>Bu yap\u0131ld\u0131\u011f\u0131nda bina analizinden kaynaklanan sway sehim tahminleri, yukar\u0131daki \u00f6nerilere g\u00f6re muhtemelen 2 kat\u0131na kadar \u00e7ok y\u00fcksek \u00e7\u0131kar.<\/span><\/span>\n <\/div>\n

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

    Ayr\u0131k \u00c7ekirdek Perdeler<\/span><\/h3>\n


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


    \n Kararl\u0131l\u0131\u011f\u0131 sa\u011flayan ayr\u0131k \u00e7ekirdek perdelerin veya \u00e7ok say\u0131da ayr\u0131k perdenin bulundu\u011fu yap\u0131larda etkiler genellikle birbirini dengeler.<\/span>\n <\/div>\n
    \n
    \n \n <\/div>\n
    \n \n <\/div>\n<\/p><\/div>\n<\/p><\/div>\n<\/p><\/div>\n<\/div>\n
    \n Yukar\u0131daki g\u00f6r\u00fcn\u00fcmde model ayna simetri\u011fi al\u0131nm\u0131\u015ft\u0131r, b\u00f6ylece iki C\u2010\u015fekilli \u00e7ekirdek perde ortaya \u00e7\u0131kar. Bu model, d\u00fc\u015fey y\u00fck alt\u0131nda X y\u00f6n\u00fcnde hi\u00e7 sway hareketi yapmaz ve d\u00fc\u015fey y\u00fck konturlar\u0131 \u00e7ekirdek perdeler i\u00e7inde nispeten \u00fcniform gerilmeler g\u00f6sterir.
    \n<\/span><\/div>\n


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


    \n
    \n<\/span><\/div>\n


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


    \n Bu durumda iki \u00e7ekirdek perde birbirine yaslan\u0131r; her kattaki diyaframlar herhangi bir e\u011frilik olu\u015fmas\u0131n\u0131 \u00f6nler. Birinci kat seviyesindeki perde panellerindeki eksenel y\u00fckler a\u015fa\u011f\u0131da g\u00f6sterildi\u011fi gibi \u00e7ok daha \u00fcniformdur.<\/span><\/div>\n
    \n<\/div>\n
    \n
    \n \n <\/div>\n
    \n \n <\/div>\n<\/div>\n
    \n Yukar\u0131daki \u00e7ekirdek perdenin \u00fc\u00e7 panelindeki toplam Hareketli Y\u00fck art\u0131k 479,3 + 735 + 340,9 = 1555,2 kN\u2019dir. Panel baz\u0131nda bak\u0131ld\u0131\u011f\u0131nda bunlar aynalanmam\u0131\u015f modelde verilen kuvvetlerden olduk\u00e7a farkl\u0131d\u0131r; ancak 3 panelin toplam\u0131 \u00f6nceden verilen 1588,8 kN de\u011ferine yak\u0131nd\u0131r. Perde panellerindeki maj\u00f6r eksen momentlerinin de b\u00fcy\u00fck \u00f6l\u00e7\u00fcde azald\u0131\u011f\u0131na dikkat edin.
    \n<\/span><\/div>\n


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


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

    FE Chase Down Y\u00f6ntemine Dayal\u0131 Sonu\u00e7lar<\/span><\/h3>\n


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


    \n \u00c7o\u011fu model i\u00e7in m\u00fchendisler, bir FE analizi chase down i\u015fleminden birle\u015ftirilen panel tasar\u0131m kuvvetlerini kullanmaktan memnun olacakt\u0131r. Bu durumda bu \u00e7ekirdek perde i\u00e7in sonu\u00e7lar a\u015fa\u011f\u0131da g\u00f6sterildi\u011fi gibi olur:<\/span><\/div>\n
    \n <\/div>\n<\/div>\n
    \n
    \n
    \n \n <\/div>\n
    \n \n <\/div>\n<\/p><\/div>\n
    \n 3 perde panelindeki kuvvet da\u011f\u0131l\u0131m\u0131 bir kez daha farkl\u0131d\u0131r; ancak toplam Hareketli Y\u00fck 584,9 + 542,6 + 492,6 = 1620,1 kN ile yak\u0131nd\u0131r. FE Chase Down y\u00f6ntemi, binan\u0131n tam y\u00fcksekli\u011fi boyunca \u00e7ekirdek perdelerdeki diferansiyel eksenel k\u0131salmadan kaynaklanan sway etkisini ele almaz. Ancak perdelerin d\u00f6\u015femelerle etkile\u015fti\u011fi yerlerde daha fazla min\u00f6r eksen e\u011filme etkisi ortaya \u00e7\u0131kar\u0131r.<\/span>
    <\/span>
    \n <\/span><\/div>\n


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


    \n <\/span>
    <\/span>
    \n <\/span><\/div>\n


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


    \n Flat d\u00f6\u015femeleri ta\u015f\u0131yan bir\u00e7ok perde i\u00e7in min\u00f6r eksen e\u011filmesi, sway etkilerinin yol a\u00e7abilece\u011fi eksenel y\u00fck ve maj\u00f6r eksen momenti de\u011fi\u015fimlerinden panel tasar\u0131m\u0131nda daha belirleyici olabilir.
    \n <\/span><\/div>\n


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


    \n <\/span>
    <\/span>
    \n <\/span><\/div>\n


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


    \n Bu basit 10 katl\u0131 \u00f6rnek bina i\u00e7in, sway etkileri ger\u00e7ek\u00e7i olmayacak \u015fekilde a\u015f\u0131r\u0131 zorlanm\u0131\u015f olsa da perdeler, tasar\u0131mlar\u0131n\u0131n hangi kuvvet setine dayand\u0131\u011f\u0131ndan ba\u011f\u0131ms\u0131z olarak yaln\u0131zca nominal donat\u0131 gerektirir.
    \n <\/span><\/div>\n


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


    \n <\/span>
    <\/span>
    \n <\/span><\/div>\n


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


    \n Flat d\u00f6\u015feme modellerinde perdelerin her zaman bir FE chase down i\u015flemine dayal\u0131 olarak \u00fcretilen y\u00fckler i\u00e7in tasarlanm\u0131\u015f olmas\u0131 \u00f6nemlidir. Bu sayede, perde y\u00fcklemesinin her katta FE ayr\u0131\u015ft\u0131rmas\u0131 kullan\u0131larak belirlendi\u011fi bir bina analizinden \u00fcretilen sonu\u00e7lara g\u00f6re bu tasar\u0131mlar\u0131 \u00e7apraz kontrol etme se\u00e7ene\u011fine de sahip olursunuz.<\/span>\n <\/div>\n
    \n

    Kapan\u0131\u015f \u00d6zeti<\/span><\/h1>\n


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


    \n Bu b\u00f6l\u00fcmde D\u00fc\u015fey Y\u00fckler Alt\u0131nda Sway Etkileri konusu ele al\u0131nm\u0131\u015ft\u0131r; bunun tamamen yaln\u0131zca d\u00fc\u015fey uygulanan y\u00fcklerin varl\u0131\u011f\u0131nda olu\u015fan sway ile ilgili oldu\u011funun alt\u0131n\u0131 \u00e7izmek gerekir.
    \n <\/span><\/div>\n


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


    \n <\/span>
    <\/span>
    \n <\/span><\/div>\n


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


    \n Diferansiyel eksenel k\u0131salma nedeniyle sway olu\u015fma olas\u0131l\u0131\u011f\u0131, \u00e7o\u011fu m\u00fchendisin \u00e7o\u011fu yap\u0131ya bakarken el hesaplar\u0131nda rutin olarak g\u00f6z ard\u0131 etti\u011fi bir husustur.
    \n <\/span><\/div>\n


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


    \n <\/span>
    <\/span>
    \n <\/span><\/div>\n


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


    \n Bunun, ayr\u0131 olarak uygulanan ve tasar\u0131m kombinasyonlar\u0131n\u0131za dahil etti\u011finiz s\u00fcrece her zaman tasar\u0131mda kar\u015f\u0131lanacak olan notional y\u00fcklerle bir ilgisi yoktur.
    \n <\/span><\/div>\n


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


    \n <\/span>
    <\/span>
    \n <\/span><\/div>\n


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


    \n ProtaStructure\u2019daki \u00e7er\u00e7eve modellerinde bu etki, 3B analiz taraf\u0131ndan her zaman dahil edilir \/ ortaya konur.
    \n <\/span><\/div>\n


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


    \n <\/span>
    <\/span>
    \n <\/span><\/div>\n


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


    \n Flat d\u00f6\u015feme modellerinde bu etki bir FE chase down i\u015flemiyle ortaya konmaz, ancak istenirse ortaya konabilir. Ancak perdelerin bir FE chase down i\u015fleminden gelen y\u00fckler i\u00e7in tasarlanmas\u0131n\u0131, ard\u0131ndan istenirse bina sway etkileri i\u00e7in ek bir kontrol tasar\u0131m\u0131 yap\u0131lmas\u0131n\u0131 \u00f6nerdi\u011fimizin alt\u0131n\u0131 \u00e7izmek gerekir. Bu b\u00f6l\u00fcm metninde belirtilen \u00e7e\u015fitli nedenlerden dolay\u0131 bu kontrol\u00fcn yaln\u0131zca y\u00fcksek binalarda ve\/veya olduk\u00e7a u\u00e7 \u00f6rneklerde daha kritik bir tasar\u0131m ortaya \u00e7\u0131karmas\u0131 beklenmektedir.<\/span>\n <\/div>\n
    \n
    \n \"Fikir\"<\/p>\n
    \n Diferansiyel eksenel k\u0131salma etkileri i\u00e7in \u015fu makaleye bak\u0131n:<\/span> Binalar\u0131n 3B Analizinde Diferansiyel Eksenel Deformasyon Etkisi (DADE)<\/a>\n <\/div>\n

    <\/span>\n <\/div>\n

    \n \n <\/div>\n<\/p><\/div>\n<\/p><\/div>\n<\/div>\n
    \n \n<\/div>\n
    \n \n<\/div>\n
    \n \n<\/div>\n","protected":false},"excerpt":{"rendered":"

    \u00c7ok katl\u0131 binalarda d\u00fc\u015fey y\u00fckler alt\u0131nda olu\u015fan 3B \u00f6telenme etkileri ve \u00e7ekirdek perdelerin bu davran\u0131\u015ftaki rol\u00fc incelenir.<\/p>\n","protected":false},"author":1,"featured_media":0,"parent":0,"menu_order":0,"template":"","meta":{"_whitepaper_youtube_videos":"","_whitepaper_youtube_url":"","_whitepaper_youtube_thumbnail":"","footnotes":""},"categories":[43,19],"whitepaper_topic":[],"whitepaper_product":[],"whitepaper_type":[],"class_list":["post-1798","wiki","type-wiki","status-publish","hentry","category-frequently-asked-questions","category-technical-manuals"],"yoast_head":"\n3B \u00d6telenme Etkileri \u2013 \u00c7ok Katl\u0131 Bina Analizi Rehberi<\/title>\n<meta name=\"description\" content=\"3B \u00f6telenme etkileri \u00e7ok katl\u0131 binalarda \u00e7ekirdek perdelerin d\u00fc\u015fey y\u00fckler alt\u0131ndaki davran\u0131\u015f\u0131n\u0131 nas\u0131l \u015fekillendirir? 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