پایان نامه بررسی اثر خروج از مرکزیت جرم و P-Delta در سازه های فولادی با مهار بندی ساده (هم محور)

فهرست و منابع پایان نامه بررسی اثر خروج از مرکزیت جرم و P-Delta در سازه های فولادی با مهار بندی ساده (هم محور)

فهرست:

عنوان مطالب                                                                                          شماره صفحه

چکیده                                                                                                             مقدمه                                                                                                                   ٢

فصل اول : کلیات                                                                                                    ٣

١-١) هدف                                                                                                           ٣

١-٢) روش کار و تحقیق                                                                                     ٣

فصل دوم : آنالیز مرتبه دوم و اثرات غیرخطی هندسی                                                     ٥

٢-١) مقدمه                                                                                                            ٥

٢-٢) تعریف سختی هندسی T                                                                                  ٧

٢-٣) تحلیل تقریبی کمانش                                                                                     ١٠

٢-٤) تحلیل P-Delta ساختمانها                                                                              ١١

٢-٥) معادلات ساختمان های سه بعدی                                                                        ١٤

٢-٦) بزرگی اثرات P-Delta                                                                                ١٤

٢-٧) تحلیل P-Delta  بدون نیاز به اصلاح برنامه کامپیوتری                                       ١٥

٢-٨) ضرایب طول مؤثر K                                                                                 ١٥

٢-٩) روش های آنالیز مرتبه دوم الاستیک (استاتیکی )                                                   ١٦

٢-٩-١) آنالیز مرتبه دوم با روش المان تیر – ستون                                             ١٦

٢-٩-٢) تأثیر کاهش طول عضو در اثر انحنای آن                                               ١٩

٢-٩-٣) آنالیز الاستیک مرتبه دوم به روش المان محدود                                           ٢٠

٢-٩-٤) آنالیز الاستیک مرتبه دوم به روش بار مجازی                                              ٢٢

٢-١٠) روش تأثیر اثر P-Delta در تحلیل دینامیکی سازه ها                                             ٢٤

٢-١١) P-Delta در آئین نامه های طراحی (افزایش لنگر)                                                ٢٧

٢-١١-١) روش AISC در بخش تنش های مجاز (ASD)                                        ٢٧

٢-١١-٢) روش AISC در طراحی پلاستیک (PD)                                                ٢٨

٢-١١-٣) روش AISC در طراحی مقاومت نهایی (LRFD)                                   ٢٨

٢-١٢) P-Delta  در آئین نامه های زلزله                                                                     ٢٩

٢-١٢-١) آئین نامه ٢٨٠٠ ایران (ویرایش سوم )                                                     ٢٩

٢-١٢-٢) آئین نامه ٨ Euro Code                                                                    ٣٠

٢-١٢-٣) آئین نامه های UBC                                                                           ٣٠

٢-١٢-٤) آئین نامه ٢٠٠٣ NEHRP                                                                  ٣١

فصل سوم : پیچش                                                                                                  ٣٢

٣-١) مقدمه                                                                                                          ٣٢

٣-٢) تاریخچه مطالعات                                                                                           ٣٢

٣-٣) رفتار ارتجاعی سیستم های نامتقارن                                                                     ٣٣

٣-٤) رفتار غیرارتجاعی سیستم های نامتقارن                                                                ٣٤

٣-٥) سیستم های خطی الاستیک SDOF                                                                       ٣٦

٣-٥-١) سیستم SDOF                                                                                    ٣٦

٣-٥-٢) معادلات حرکت                                                                                   ٣٧

٣-٥-٣) آنالیز طیف پاسخ                                                                                  ٤١

٣-٥-٤) اثرات توأم جانبی پیچشی                                                                      ٤٥

٣-٦) سیستمهای خطی الاستیک چند طبقه MDOF                                                 ٤٨

٣-٦-١) تعاریف و فرضیات                                                                                   ٤٨

٣-٦-٢) معادلات حرکت                                                                                     ٤٩

٣-٦-٣) فرکانس های ارتعاشی و شکل های مودی                                                    ٥٣

٣-٦-٤) تعیین فرکانس های ارتعاشی و شکل های مودی                                             ٥٤

٣-٦-٥) تحلیل تقریبی فرکانس ها و بردارهای مودی ارتعاشی                                     ٥٧

٣-٦-٦) سیستم های یک طبقه معادل                                                                      ٥٩

٣-٦-٧) نیروهای زلزله                                                                                    ٦٠

٣-٦-٨) خلاصه روش تحلیل                                                                             ٦٣

٣-٧) پاسخ پیچشی لرزه ای : فرضیات و مشکلات تحقیقات                                                ٦٣

٣-٧-١) مدل سازی برای تحقیق در زمینه اثر دینامیکی پیچش                                     ٦٤

٣-٨) مقررات پیچشی در آئین نامه ها                                                                           ٧٠

٣-٨-١) روش محاسبه نیروی طراحی                                                                  ٧٠

٣-٨-٢) خروج از مرکزیت طراحی                                                                    ٧١

٣-٨-٣) نیروهای طراحی در المان ها                                                                   ٧٥

٣-٨-٤) کاربرد خروج از مرکزیت طراحی در ساختمان های چندطبقه                          ٧٦

٣-٩) مروری بر تحقیقات انجام شده در مورد خروج از مرکزیت طراحی                            ٧٧

٣-٩-١) خروج از مرکزیت دینامیکی                                                                   ٧٧

٣-٩-٢) خروج از مرکزیت تصادفی                                                                    ٨٣

فصل چهارم : روش های عددی برای تحلیل دینامیکی                                                       ٨٥

٤-١) مقدمه                                                                                                        ٨٥

٤-٢) روش های خانواده نیومارک                                                                               ٨٥

٤-٣) پایداری روش نیومارک                                                                                    ٨٧

٤-٤) روش شتاب متوسط                                                                                   ٨٨

٤-٥) ضریب θ ویلسون                                                                                          ٨٩

٤-٦) استفاده از میرایی متناسب با سختی                                                                    ٩٠

٤-٧) روش ،Hilber, Hughes and Taylor α                                                         ٩١

٤-٨) انتخاب روش انتگرال گیری مستقیم                                                                     ٩٢

٤-٩) تحلیل غیرخطی                                                                                            ٩٢

 

فصل پنجم : تحلیل غیرخطی سازه های فولادی                                                             ٩٤

۵-١) مقدمه                                                                                                         ٩٤

٥-٢) مروری بر روش ها و مدل های تحلیل غیرخطی دینامیکی                                         ٩٥

٥-٣) قوانین سخت شدگی کرنش                                                                                ٩٩

٥-٣-١) قانون سخت شدگی همسان                                                                     ١٠٠

٥-٣-٢) قانون سخت شدگی جنبشی                                                                     ١٠٠

٥-٣-٣) قانون سخت شدگی مستقل                                                                      ١٠١

٥-٤) مدل های پلاستیسیته چرخه ای                                                                           ١٠١

٥-٤-١) مدل الاستیک – کاملاً پلاستیک                                                                ١٠٢

۵-٤-٢) مدل سخت شدگی کرنشی دوخطی                                                           ١٠٢

٥-٤-٣) مدل سخت شدگی کرنشی چندخطی                                                          ١٠٤

٥-٤-٤) مدل رامبرگ اسگود معکوس                                                              ١٠٤

٥-٤-٥) مدل وابسته به نرخ کرنش                                                                    ١٠٦

٥-٥) الگوریتمهای حل مسائل غیرخطی                                                                    ١٠٦

۵-۵-١) الگوریتم کنترل بار                                                                             ١٠٨

۵-۵-١-١) الگوریتم افزایشی ساده                                                          ١٠٨

۵-۵-١-٢) الگوریتم کنترل بار نیوتن رافسون                                          ١١٠

۵-۵-١-٣) الگوریتم مختلط برگان                                                          ١١١

۵-۵-٢) الگوریتم کنترل تغییر مکان                                                                  ١١٢

۵-۵-٣) الگوریتم کنترل طول قوس                                                                   ١١۵

۵-۵-۴) الگوریتم کنترل کار                                                                            ١١۶

فصل ششم : مدلها و نتایج تحلیلی                                                                             ١٢٠

۶-١) مقدمه                                                                                                        ١٢٠

۶-٢) مدلهای سازه ای مورد مطالعه                                                                         ١٢٠

۶-٣) مدلسازی رایانه ای                                                                                       ١٢٢

۶-٣-١) مدلسازی اثر پیچش                                                                            ١٢٢

۶-٣-٢) تحلیل P-У                                                                                       ١٢۵

٦-٣-٣) نحوه مدل سازی غیرخطی سازه ها در این مطالعه                                       ١٢٥

٦-٣-٣-١) خصوصیات مفاصل                                                              ١٢٥

٦-٣-٣-٢) خصوصیات مفاصل استفاده شده در این پژوهش                           ١٢٨

۶-٣-۴) شتابنگاشتهای ورودی در تحلیل غیرخطی                                                ١٣٢

۶-٣-۵) روش محاسبه δ و  V                                                                      ١٣٣

y            y

۶-۴) نتایج تحلیلها                                                                                                ١٣۴

۶-۴-١) شکلها و پریودهای مودی سازه ها                                                           ١٣۴

۶-۴-١-١) بررسی نتایج شکلها و پریودهای مودی سازه ها                           ١۶٠

۶-۴-٢) منحنیهای  برش پایه - تغییر مکان                                                           ١۶١

۶-۴-٣) تغییر مکانهای حد جاری شدن (Dy)                                                       ١٨۶

۶-۴-٣-١) بررسی نتایج تغییر مکانهای حد جاری شدن                                ٢٢٣

۶-۴-۴) برش پایه حد جاری شدن (Vy)                                                             ٢٣٨

۶-۴-۴-١) بررسی نتایج برش پایه حد جاری شدن                                      ٢۴٩

۶-۴-۵) سختی الاستیک (Ke)                                                                          ٢۵۶

۶-۴-۵-١) بررسی نتایج سختی الاستیک                                                   ٢٩٧

۶-۴-۶) شکل پذیری تقاضا μ                                                                          ٣١٢

۶-۴-۶-١) بررسی نتایج شکل پذیری تقاضا                                               ٣۴٠

۶-۴-٧) تغییر مکانها و دورانها در ٠٫٠۵g و ٠٫٣g                                              ٣۵۵

۶-۴-٧-١) بررسی نتایج تغییر مکانها و دورانها در ٠٫٠۵g و ٠٫٣g               ٣٧٧

 

فصل هفتم : نتیجه گیری                                                                                         ٣٨٠

 

فهرست مراجع                                                                                                    ٣٨٣

 

چکیده انگلیسی                                                                                                    ٣٩١ 

 

منبع:

 

1.E. L. Wilson, “Three – Dimentional Static and Dynamic Analysis of Structures”,

 Computers and Structures Inc, Berkeley, California, 2002.

2.A. Rutenberg, “Simplified P-Delta Analysis for Asymmetric Structures”, ASCE Journal

of Structural Division, Vol. 108, No. 9, 1982.

3.E. L. Wilson, A. Habibullah, “Static and Dynamic Analysis of Multi-Story Buildings

Including P-Delta Effects”, Earthquake Spectra, Vol. 3, No. 3, 1987.

4.American Concrete Institute, “Building Code Requirements for Reinforced Concrete

(ACI 318-95) and Commentary (ACI 318R-95)”, Farmington Hills, Michigan, 1995.

5.American Institute of Steel Construction Inc, “Load and Resistance Factor Design

Specification  for Structural Steel Buildings”, Chicago Illinois, 1993.

6.Chen, W. F. and Lui, E. M. “Stability Design of Steel Frame”, Bo Carton, 1991.

7.Goto, Y. and Chen, W. F. “Second Order Analysis for Frame Design” ASCE Journal of

Structural Engineering, Vol. 113, No. 7, 1987.

8.Horne, M. R. and Morris, L. J. “Plastic Design of Low Rise Frames”, Castrato

Monographs, Collins, 1981.

9.Mallet, R. H. and Marcal, P. V. “Finite Element Analysis of Nonlinear Structures”,

ASCE Journal of Structural Devision, Vol. 94, No. 9, 1968.

10.Gallagher, R. H. and Padlog, J. “Discrete Element Approach to Structural Instability

Analysis”, AIAAA Journal, Vol. 1, No. 6, 1963.

١١.ب . هاشمی، م . حسینی و ک. خانلری، "اثر P-Delta در تحلیل دینامیکی سازه ها" پژوهشگاه زلزله شناسی و مهندسی زلزله زمستان ١٣٨٠.

12.Chen, W. F. and Lui, E. M. “Structural Stability”, New York, 1986.

١٣.م . غفوری آشتیانی،" ارتعاشات پیشا"، پژوهشگاه بین المللی زلزله شناسی و مهندسی زلزله .

14.Lui, E. M. “A Practical P-Delta Analysis for Type F.R. and P.R. Frames”, Structural

Engineering Journal, AISC, Vol. 14, No. 2, 1977.

383

 

 

15.Tso, W. K. and Sadek, A. W. “Inelastic Response of Eccentric Building Subjected to

Bidirectional  Ground  Motions”,  Proc.  8th  World  Conference  of    Earthquake

Engineering, Vol. 4, 1985.

16.Bozorgnia, Y. and Tso, W. K. “Inelastic Earthquake Response of Asymmetric

Structures”, Journal of Structural Engineering, ASCE, Vol. 112, No. 2, 1986.

17.Edrik, M. O. “Tortional Effect in Dynamically Exited Structures”, Ph.D. Thesis, Rice

University, Houston, Texas, 1975.

18.Kan, C. L. and Chopra A. K. “Tortional Coupling and Earthquake Response of Simple

Elastic and Inelastic Systems”, Journal of Structure Division, ASCE, Vol. 107, 1981.

19.Tso, W. K. and Hongshan, Y. “Additional Seismic Inelastic Deformation Caused by

Structure Asymmetry”, Earthquake Engineering and Structural Division, Vol. 19, 1990.

20.Tso, W. K. and Dempsy, K. M. “Seismic Tortional Provisions for Dynamic Structures”,

Earthquake Engineering and Structural Dynamic, Vol. 8, 1980.

21.Zhu, T. J. and Tso, W. K. “Design of Tortional Unbalanced Structural Systems Based

on Code Provisions II: Strengeth Distribution”, Earthquake Engineering and Structural

Dynamic, Vol. 21, 1992.

22.Chopra, A. K. and Goel, K. “Evaluation of Torsional Provisions in Seismic Code”,

Journal of Structural Engineering, ASCE, Vol. 117, 1991.

23.Rutenburge, A. and Peakau, O. A. “Seismic Code Provision Asymmetric Structures:

Revaluation”, Journal of Engineering Structures , Vol. 9, 1987.

24.Goel, R. K. and Chopra, A. K. “Inelastic Seismic Response of One-Story Asymmetric

Plan System: Effect of Stiffness and Strength Distribution”, Earthquake Engineering

and Structural Dynamic, Vol. 19, 1990.

25.Kan, C. L. and Chopra, A. K. “Elastic Analysis of a Class of Torsionally Coupled

Building” Journal of Structural Division, ASCE, Vol. 103, 1977.

26.Chandler, A. M. “Coupled Torsional Response of Single Story Model to Earthquake

Loading”, Ph.D. Thesis, University of London, 1985.

27.Mahery, M. R. and Chandler, A. M. and Basset “Coupled Lateral Torsional Behavior of

Frame Structures Under Earthquake Loading”, Earthquake Engineering and Structural

Dynamic, Vol. 20, 1991.

384

 

 

28.Shakib, H. “Elastic and Inelastic Behavior of Torsionally Coupled System Under

Random Ground Motion”, Ph.D. Thesis, I.I.T. Dehli, 1991.

29.Housner, G. W. and Outinen, H. “The Effect of Torsional Oscillations on Earthquake

Stresses”, Bull. Seism. Soc. Of America, 18, 2, 1958.

٣٠.شکیب ، حمزه . "کاربرد ضوابط پیچش در طرح لرزه ای ساختمانهای متقارن " مرکز تحقیقات مسکن : چاپ اول ١٣٧٨

31.Shibata, A. and Onose, J. and Shiga, T. “Torsional Response of Building to Strong

Earthquake Motions”, Proc. Of  4th World Conference of Earthquake Engineering, Vol.

2, Santiago Chile, 1969.

32.Shiga, T. and ET. Al. “Torsional Response of Structures Earthquake Motion”, Proc.

U.S. Japan Seminar on Earthquake Engineering, Sendai, Japan, 1970.

33.Kan, C. L. Chopra, A. K. “Torsional Coupling and Earthquake Response of Simple

Elastic and Inelastic Systems”, Journal of Structural Division, ASCE, Vol. 107, 1981.

34.Kan, C. L. and Chopra, A. k. “Linear and Non-Linear Earthquake Response of Simple

Torsionally Coupled  System”, Report UCB.EERC-79.03, University of California,

Berkeley, 1979.

35.Shakib, H. and Datta, T. K. and Kazimi, S. M. A. “Inelastic Response of Asymmetric

System to an Ensemble of Earthquake Records”, 9th Symposium on Earthquke

Engineering, Vol. 1, Roorkee, India, 1990.

36.Bozorgnia, Y. and Tso, W. K. “Inelastic Earthquake Response of Asymmetric

Structures”, Journal of Structural Engineering, ASCE, Vol. 112, No 2, 1986.

37.Tso, W. K. and Sadek, A. W. “Inelastic Response of Eccentric Building Subjected to

Bidirectional  Ground  Motions”,  Proc.  8th  World  Conference  of  Earthquake

Engineering, Vol. 4, 1985.

38.Tso, W. K. and Bozorgnia, Y. “Effective Eccentricity for Inelastic Seismic Response of

Building”, Earthquake Engineering and Structural Dynamic, Vol. 19, 1990.

39.Tso, W. K. and Sadek, A. W.” Inelastic Seismic Response of Simple Eccentric

Structures”, Earthquake Engineering and Structural Dynamic, Vol. 13, 1985.

385

 

 

40.Batts, M. E. and Berg, G. V. and Honson, R. D. “Torsion in Building Subjected to

Earthquake”, Report No. UMEE78R4, University of Michigan, 1978.

41.Rutenberg, A. and Eisenberger, M. and Shohet, G. “Reducing Seismic Ductility Demand

in Asymmetric Shear Buildings”, Proc. 9th European Conference of Eartquuake

Engineering, Lisbon, 1986.

42.Tso, W. K. “Elastic Eccentricity Cocept for Torsional Moment Estimations” ASCE,

Vol. 116, 1990.

43.Corenza, J. C. and Huthinson, G. L. and Chandler, A. M. “A Review of Reference

Models for Effects in Buildings”, Earthquake Engineering and Structural Dynamic, Vol.

11, 1992.

44.Steffano, M. and Faella, G. and Ramasco, R. “Inelastic Response and Design Criteria of

Plan Wise Asymmetric Systems”, Earthquake Engineering and Structural Dynamic, Vol.

22, 1993.

45.Christopher, L. K. Chopra, A. K. “Elastic Earthquake Analysis of Torsionally Coupled

Multistory Buildings”, Earthquake Engineering and Structural Dynamic, Vol. 5, 1977,

pp. 395-412.

46.Wilkinson, J. H. “Pertubation  Theory”, in The Algebraic Eigenvalue Problem,

Clarendon Press, Oxford, 1965, pp. 62-71.

47.Kan, C. L. and Chopra, A. K. “Coupled Lateral Torsional Response of Buildings to

Ground Shaking”, Report No. EERC 79-13, Earthquake Engineering Research Center,

University of California, Berkeley, California, 1976.

48.Clough, R. and Penzien, J. “Dynamic of Structures”, Second Edition, McGraw-Hill Inc,

1993.

49.Chandler, A. M. and Duan, X. N. and Rutenberg, A. “Seismic Torsional Response

Assumptions, Controversies and Research Progress”, European Earth. Eng, Vol. 1,

1996. Pp 37-51.

50.Chandler, A. M. and Duan, X. N. “Evaluation of Factor Influencing The Inelastic

Seismic Performance of Torsionally Asymmetric Buildings”, Earthquake Engineering

and Structural Dynamic, Vol. 20, No. 1, 1991, pp. 87-95.

386

 

 

51.Correnza, J. C. and Hutchinson, G. L. and Chandler, A. M. “Seismic Response of

Flexible Edge Elements in Code Design Torsionally Unbalanced Structures”, Eng.

Struct. , Vol. 17, No. 3, 1995, pp. 158-166.

52.Rutenberg, A. and Benbenishti, A. and Pekau, O. A. “Nonlinear Seismic Behavior of

Code Designed Eccentric System”, Proc. 10th World Conf. on Earthquake Eng.,

Madrid, Vol. 9, 1992, pp. 5751-5756.

53.Goel, R. K. and Chopra, A. K. “Dual - Level Approach for Seismic Design of

Asymmetric Plan Buildings”, J. Struct. Eng. ASCE, Vol. 120, No. 1, 1994, pp. 161-179.

54.Correnza, J. C. and Hutchinson, G. L. and Chandler, A. M. “Effect of Transverse Load

Resisting Elements on Inelastic Earthquake Response of Eccentric Plan Buildings”,

Earthquake Eng. Struct. Dyn. Vol. 23, No. 1, 1994, pp. 75-89.

55.De La Llera J. C. and Chopra A. K. “Accidental Torsion in Buildings Due to Stiffness

Uncertainty”, Earthquake Eng. Struct. Dyn. Vol. 23, 1994, pp. 117-136.

56.De Stefano, M. and Faella, G. and Ramasco, R. “Inelastic Response and Design

Criteria of Plan Wise Asymmetric System”, Earthquake Eng. Struct. Dyn. Vol. 23, No.

3, 1993, pp. 245-259.

57.Tso, W. k. and Wong, C. M. “An Evaluation of the New York Zealand Code Torsional

Provision”, Bull. N. Z. National Soc. For Earthquake Eng, Vol. 26, No. 2, 1993, pp.

194-207.

58.Lee, L. H. and Lee, H. H. and Han, S. W. “Method of Selecting Design Earthquake

Ground Motions For Tall Buildings”, Struct. Design Tall Build., Vol. 9, 2000, pp. 201-

213.

59.Chopra, A. K. and Goel, R. K. “Evaluation of Torsional Provision in Seismic Code”, J.

Struc. Eng. ASCE. Vol. 117, No 12, 1991, pp. 3762-3782.

60.IBC, International Building Code, International Code Council, Falls Church, Virginia,

2000.

61.UBC, Uniform Building Code, International Conference of Building Officials, Whittier,

California, 1997.

٦٢.آیین نامه ٢٨٠٠ ایران (ویرایش سوم )، مرکز تحقیقات ساختمان و مسکن ، ١٣٨٦.

387

 

 

63.Harasimowicz, A. P. and Goel, R. K. “Seismic Code Analysis of Multistory Asymmetric

Buildings”, Earthquake Eng. Struct. Dyn., Vol. 27, 1998, pp. 173-185.

64.Shakib, H. “Inelastic Analysis of Flexible Base Torsionally Coupled System to

Ensemble of Random Ground Motion”, ERCAD, Berlin, 15-17 June, 1994.

65.Shohet, G. “Ductility Demand in Asymmetric Structures”, M. Sc. Thesis, Faculty of

Civil Eng., Technion Israel Institute of Technology, Haifa, June 1986.

66.Rutenberg, A. and Shohet, G. and Eisenberger, M. “Inelastic Seismic Response of Code

Designed Asymmetric Structures”, Publ. 303, Faculty of Civil Eng., Technion Israel

Institute of Technology, Haifa, June 1989.

67.Rutenberg, A. and Eisenberger, M. and Shohet, G. “Reduction Seismic Ductility

Demand in Asymmetric Shear Buildings”, Proc. 9th European Conf. Earthquake Eng.,

Lisbon, 1986, 6.7157-6.7164.

68.Rutenberg, A. and and Eisenberger, M. and Shohet, G. “Inelastic Seismic Response of

Code Designed Asymmetric Structures”, Engineering Structure in Press.

69.Diaz-Molina, I. “Dynamic Torsional Behavior of Inelastic Systems”, M. Sc. Report

Department of Civil Eng., Carnegie Mellon University, Pittsburg, 1988.

70.Chandler, A. M. and Hutchinson, G. L. “Evaluation of Code Torsional Provision by

Time History Approach”, Earthquake Eng. Struct. Dyn., Vol 15, 1987, pp. 491-516.

71.Chandler, A. M. and Hutchinson, G. L. “Effect of Structural Period and Ground Motion

Parameters on the Earthquake Response of Asymmetric Buildings”, Eng. Struc., Vol.

14, 1992, pp. 354-360.

72.Tso, W. K. and Hongshan, Y. “Additional Seismic Inelastic Deformation Caused by

Structural Asymmetry”, Eartquake Eng. Struct. Dyn., Vol. 19, 1990, pp. 243-258.

73.Zhu, T. J. and Tso, W. K. “Design of Torsionally Unbalanced Structurtal System Based

on Code Provisions II: Strength Distribution”, Eartquake Eng. Struct. Dyn., Vol. 21,

1992, pp. 629-644.

74.Zhu, T. J. and Tso, W. K. “Design of Torsionally Unbalanced Structurtal System Based

on Code Provisions II: Ductility Demands”, Eartquake Eng. Struct. Dyn., Vol. 21,

1992, pp. 609-627.

388

75.Duan, X. N. and Chandler, A. M. “Inelastic Seismic Response of Code Designed

Multistory Frame Buildings with Regular Asymmetric”, Eartquake Eng., 1993, pp. 431-

445.

76.Duan, X. N. and Chandler, A. M. “A Modified Static Procedure for the Design of

Torsionally Unbalanced Multistory Frame Buildings”, Eartquake Eng. Struct. Dyn.,

Vol. 22, 1993, pp. 447-462.

77.Chandler, A. M. and Hutchinson, G. L. “A Modified Approach of Earthquake Resistant

Dysign of Torsional Coupled Buildings”, Bull. NZ. Nat. Soc. Earthquake Eng., Vol. 21,

1988, pp. 140-153.

78.Ozmen, O. and Gulay, F. G. “An Investigation of Torsionally Irregular Multistory

Buildings Under Earthquake Loading” Structural Engineering and Mechanical, Vol.

14, No. 2, 2002, pp. 237-243.

79.Yamazaki, Y. “Inelastic Torsional Response if Structural Subjected to Earthquake

Ground Motions”, Report No. UCB.EERC, California, Berkeley, April 1980.

80.Peakau, Q. A. and Guimond, R. “Accidental Torsion in Yielding Symmetric Structures”,

Engineering Structures, Vol. 12, 1990, pp. 98-103.

81.Parmelee, R. A. and Prelman, D. S. and Lee, S. L. “Seismic response of MultiStory

Structures on Flexible Foundations”, Bull. Seis. Soc. America, Vol. 59, No. 3, June

1969, pp. 1061-1070.

82.De La Llera, J. C. and Chopra, A. K. “Engineering Implication of Ground Motion A.V

Ratio”, Soil Dynamics and Earthquake Eng., Vol. 11, 1992, pp. 133-144.

83.Liu, x. and Hahn, G. D. “Torsional Response of Asymmetric Buildings to Incoherence

Ground Motion”, J. Struct. Eng. ASCE, Vol. 120, No. 4, 1994, pp. 1158-1181.

84.Newmark, N. M. “A Method of Computational for Structural Dynamics”, ASCE Journal

of the Engineering Mechanics Division, Vol. 85, No. EM3, 1959.

85.Wilson, E. L. “Dynamic Response by Step-By-Step Matrix Analysis”, Proceedings,

Symposium on the Use of Computers in Civil Engineering, Laboratory Nacional de

Engenharia Civil, Lisbon, Portugal, 1962.

86.Hughes, Thomas, the Finite Element Method- Linear Static and Dynamic Finite

Element Analysis, Prentice Hall Inc, 1987.

87.Wilson, E. L. and Farhoomand, I. and Bathe, K. J. “Nonlinear Dynamic Analysis of

Complex Structures”, Earthquake Eng. Struct. Dyn., Vol. 1, 1973, pp. 241-252.

88.Computers and Structures Inc, Sap 2000 – Integrated Structural Analysis & Design

Software, Berkeley, California, 1997.

89.Chan, S. L. and Chui, P. T. eds., Nonlinear Static and Cyclic Analysis of Steel Frames

with Semi-Rigid Connections, Amesterdam, 1999.

90.Hejal, R. and Chopra, A. K. “Earthquake Analysis of a Class of Torsionally-Coupled

Buildings”, Earthquake Eng. Struct. Dyn., Vol. 18, 1973, pp. 305-323.

91.Bergan,  P.  G.  “Solution  Techniques for Nonlinear  Finite  Element  Problems”,

International Journal for Numeral Methods in Engineering, 12, 1978.

92.Argyris, J. H. “Continua and Discontinua”, First Conference of Matrix Method in

Structural Mechanics, Wright Patterson Air Force Base, pp. 11-189, 1965.

93.Pian, T. H. H. and Tong, P. “Variational Formulation of Finite Displacement Analysis”,

IUTAM Symposium of High Speed Computing of Elastic Structures, Liege, Belgium,

pp. 43-66, 1970.

94.Zienkiewicz, O. C. “Incremental Displacement on Nonlinear Analysis”, International

Journal for Numerical Method in Engineering, 3, 1971.

95.Batoz, J. L. and Dhatt, G. “Incremental Displacement Algorithm for Nonlinear

Problems”, International Journal for Numerical Method in Engineering, 14, 1979.

96.Karamanlidis, D. and Honecker, A. “Large Deflection Final Element Analysis for pre

and Post Critical Response of Thin Elastic Frames”, Ruhr University Press, Bochum,

pp. 217-235, 1980.

97.Yang, Y. B. “Linear and Nonlinear Analysis of Space Frame with no Uniform Torsion

Using Interactive Computer Graphics”, Ph.D. Thesis, Cornel University, New York,

1984.

98.FEMA 356, prestandard and Commentary for the Seismic Rehabilitation of Buildings-

A prestandard, Prepared by the American Society of Civil Engineering for the Federal

Emergency Management Agency, Washington, D.C. (FEMA Publication No. 356),

2000.