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TS 500-84 ile ACI 318-89 yönetmeliklerinin karşılaştırılması

The Comparison of ACI 318-89 with TS 500-84

  1. Tez No: 39218
  2. Yazar: HASAN MESCİ
  3. Danışmanlar: PROF. DR. HALİT DEMİR
  4. Tez Türü: Yüksek Lisans
  5. Konular: İnşaat Mühendisliği, Civil Engineering
  6. Anahtar Kelimeler: Belirtilmemiş.
  7. Yıl: 1993
  8. Dil: Türkçe
  9. Üniversite: İstanbul Teknik Üniversitesi
  10. Enstitü: Fen Bilimleri Enstitüsü
  11. Ana Bilim Dalı: Belirtilmemiş.
  12. Bilim Dalı: Belirtilmemiş.
  13. Sayfa Sayısı: 144

Özet

ABD de son yıllarda betonarmeye yönelik olarak teorik ve pratik anlamda yapılan son gelişmelerin ülkemiz koşullarına uyarlanması teknolojik gelişmeyi yakalamanın bir zorunluluğu olarak kendini hissetirmektedir. Betonarmedeki uyum olayı ve def ormasyonlarm zaman ve yük geçmişine bağlı olması nedeni ile gerilmelerin gerçekçi olarak hesaplanması mümkün değildir. Buna karşılık yapılan deneyler betonarme elemanların taşıma gücü olarak adlandırılan kırılma anındaki kapasitelerinin doğru olarak hesabında gerilme hesabını esas alan“Emniyet Gerilmeleri Yöntemi”terk edilmiş, bunun yerine gerçekçi sonuçlar verdiği verdiği kanıtlanmış olan“Taşıma Gücü Yöntemi”getirilmiştir. ülkemizde 1982 yılında TS 500 de yapılan köklü değişiklikler ile yönetmelik çagdal ıklaştırılmış ve Taşıma Gücü Yöntemi benimsenmiştir. Dolayısıyla bu tez çalışmasında. Betonarme Yapıların Hesap ve Yapım Kuralları (TS 500-84) ile Building Code Requirements for Reinforced Concrete and Commentary (ACI 318-89 and ACI 318R-89) arasında esas olarak Taşıma Gücü Hesap Metoduna ait olan bölümlerden önemli görülenler irdelenip değerlendirilmiştir TS 500 de, ilkeler detaya girmeden verilirken, ACI 318 de“Commentary”başlığı altında daha ayrıntılı bir şekilde ifade edildiği gözlenmiştir. Karşılaştırmada esas olarak ACI 318-89 esas alınmış olup her bir madde. Madde 8.1 gibi, önerileri ile birlikte (örneğin R8.1), yine karşılığı olan TS 500 ilkeleri ise karartılmış olarak (örneğin K8.I )basılmıştır. Konuya açıklık getirmek üzere verilen tablolar ve şekiller kitabın sonunda verilmiş olup, karşılaştırmaya yönelik tablolar ise izlenmede kolaylık sağlamak üzere konuya yakın bir yerde tutulmuştur. Yalnız dikkat edilmesi gereken bir nokta ise karşılaştırma tablolarında verilen ifadelerin daha geniş bir şekilde konu içerisinde izlenmesi gerektiğidir. Konu içerisinde geçen birimler mümkün olduğunca metrik sisteme dönüştürülmüş olup parantez içerisinde gösterilmiştir.

Özet (Çeviri)

The adaptation of the recent developments in the U.S. A regarding reinforced concrete in the theorical and practical sence to terms of our country seems to be a necessity to catch the technological developments Due to the fact that compatibility and deflection in the reinforced concrete depends on the time and load history, it is imposible to measure the tension accurately. On the other hand, the“Alternate Design Method”which is based on the tension account when calculating the capacities of the reinforced concrete elements at breaking time, bearing power, and“The strenth Design Method”has been introduced, which is proved for its realistic results. With the amendments made in TS 500 in 1982 the regulation in our country has been updated and the Strenth Design Method has been accepted. Concequently, in this thesis presentation Strength Design Measuring Methods between Building Code Requirements for Reinforced Concrete (TS 500-84) and Building Code Requirements for Reinforced Concrete and Commentary (ACI 318-89 and ACI 318R-89) have been examined. It has been observed that in TS 500 the principles are given globally, whearas in ACI 318 they are presented in more details under the headline“ Commentary.”In the comparision, ACI 318-89 has been taken as basis, and each article has been printed with apropriate comments, if any (for example R8.1) and TS 500 principles being its equavalent (for example K8.1) has been printed as blackened. The explanatory tables and figures are given in the last chapter of the book, and those including comparasions close to subject, in order to facilitate the observation. However, one should take care of the fact that the expressions shown in these comparative tables should be followed in the text has been converted to metric system as much as possible and are given in paranthesis. VIIACI 318-89 provides minimum requirements for design and construction of reinforced concrete structural elements of any structure erected under requirements of the general building code of which this code forms a part. Prestressed concrete is included under the definition of reinforced concrete. Provisions of the code apply to prestressed concrete except for those which are stated to apply specifically to nonpresetressed concrete. Because the 1983 ACI Building Code is written as a legal document so that it may be adopted by reference in a general building code, it cannot present background details or suggestions for carrying out its requirements or intent. It is the function of this commentary to fill this need. The Commentary discusses some of the considerations of the commitee in developing of the code with emphasis given to the explanation of new or revised provisions that may be unfamiliar to code users. The general desing provisions of the code are referred to as“strenth design.”The strenth design method requires service loads or related internal moments and forces to be increased by specified load factorsand computed nominal strengths to be reduced by specified strength reduction factors The alternate method of design using service loads and allowable service load stresses is permitted for nonprestresed members. This method is similar to the working stess design method of previous ACI Building Codes. For members subjected to flexure without axial load the methot is identical differences in design procedure occur in design of columns, design for shear, anchorage length, and splices. Due to the fact that compatibility and deflection in the reinforced concrete depends on the time and load history, it is imposible to measure the tension accurately. On the other hand, the“Alternate Design VIIIMethod”which is based on the tension account when calculating the capacities of the reinforced concrete elements at breaking time, bearing power, and“The strenth Design Method”has been introduced, which is proved for its realistic results. With the amendments made in TS 500 in 1982 the regulation in our country has been updated and the Strenth Design Method has been accepted. Concequently, in this thesis presentation Strength Design Measuring Methods between Building Code Requirements for Reinforced Concrete (TS 500-84) and Building Code Requirements for Reinforced Concrete and Commentary (ACI 318-89 and ACI 318R-89) have been examined. It has been observed that in TS 500 the principles are given globally, whearas in ACI 318 they are presented in more details under the headline“ Commentary.”In the comparision, ACI 318-89 has been taken as basis, and each article has been printed with apropriate comments, if any (for example R8.1) and TS 500 principles being its equavalent (for example K8. 1 ) has been printed as blackened. The explanatory tables and figures are given in the last chapter of the book, and those including comparasions close to subject, in order to facilitate the observation. However, one should take care of the fact that the expressions shown in these comparative tables should be followed in the text has been converted to metric system as much as possible and are given in paranthesis. Because the 1983 ACI Building Code is written as a legal document so that it may be adopted by reference in a general building code, it cannot present background details or suggestions for carrying out its requirements or intent. It is the function of this commentary to fill this need. The commentary discusses some of the considerations of the commitee in developing of the code with emphasis given to the explanation of new or revised provisions that may be unfamiliar to code users. IXThe general desing provisions of the code are referred to as“strenth design.”The strenth design method requires service loads or related internal moments and forces to be increased by specified load factorsand computed nominal strengths to be reduced by specified strength reduction factors ACI 318-89 provides minimum requirements for design and construction of reinforced concrete structural elements of any structure erected under requirements of the general building code of which this code forms a part. Prestressed concrete is included under the definition of reinforced concrete. Provisions of the code apply to prestressed concrete except for those which are stated to apply specifically to nonpresetressed concrete. Because the 1983 ACI Building Code is written as a legal document so that it may be adopted by reference in a general building code, it cannot present background details or suggestions for carrying out its requirements or intent. It is the function of this commentary to fill this need. The commentary discusses some of the considerations of the commitee in developing of the code with emphasis given to the explanation of new or revised provisions that may be unfamiliar to code users. The general desing provisions of the code are referred to as“strenth design.”The strenth design method requires service loads or related internal moments and forces to be increased by specified load factorsand computed nominal strengths to be reduced by specified strength reduction factors Provisions of the code apply to prestressed concrete except for those which are stated to apply specifically to nonpresetre.ssed concrete.The explanatory tables and figures are given in the last chapter of the book, and those including comparasions close to subject, in order to facilitate the observation. However, one should take care of the fact that the expressions shown in these comparative tables should be followed in the text has been converted to metric system as much as possible and are given in paranthesis.

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