REINFORCED CONCRETE STRUCTURE DESIGN ANALYSIS UNDER EARTHQUAKE LOADING (LATERAL LOAD)

Transcription

1 REINFORCE CONCRETE STRUCTURE ESIGN ANALYSIS UNER EARTHQUAKE LOAING (LATERAL LOA) r. Muzaffer BÖREKÇİ

2 SUMMARY FOR ANALYSIS UNER EARTQUAKE etermne the buldng parameters gven n Turksh Sesmc Code for Buldngs (TSCB) 018 Estmate fundamental (frst mode) vbraton perod (T p ) Estmate desgn spectrum gven n TSCB 018 Estmate base shear (equvalent sesmc load) under desgn earthquake loadng usng desgn spectrum strbute the earthquake loads (base shear) to floors Estmate shear force of each column usng MUTO method Estmate moments of each column under earthquake loadng Estmate shear and moment of each beam Estmate axal force of each beam

3 1. ETERMINATION OF BUILING PARAMETERS 1.1 Buldng Usage Class (Bna Kullanım Sınıfı BKS) In TSCB 007, Buldng Importance Factor (Bna Önem Katsayısı) I s defned. However, TSCB 018 defnes t as Buldng Usage Class (BKS). For the buldng consdered n ths project: BKS = 3 I = 1

4 1. ETERMINATION OF BUILING PARAMETERS 1. Earthquake esng Class (eprem Tasarım Sınıfı TS) TS s determned based on Short Perod Spectral Acceleraton Coeffcent (S S ) for BKS and Earthquake Level (eprem üzey ). S S s estmated wth esgn Spectrum.

5 1. ETERMINATION OF BUILING PARAMETERS 1.3 Buldng Heght Class (Bna Yükseklk Sınıfı BYS)

6 . ESTIMATION OF THE PERIO TSCB 018 suggest to use Improved Raylegh method n the estmaton of perod for the buldngs of whch Equvalent Sesmc Load Method can be used. For the buldngs, whch have TS = 1, 1a,, a and BYS 6, or for all buldngs, whch have TS = 3, 3a, 4, 4a, an amprcal estmaton can be used n the estmaton of perod. T PA = C t H N 3/4 For RC buldngs C t = 0.1 Use ths equaton n the project!!

7 3. ESTIMATION OF ESIGN SPECTRUM For 4 dfferent levels of earthquakes, the spectrum data s gven n Earthquake Level 1 (eprem Yer Hareket üzey / -1) The probablty of exceedance s % n 50 years and return perod s 475 years. It s a rare and very destructve earthquake. Earthquake Level (eprem Yer Hareket üzey / -) The probablty of exceedance s 10% n 50 years and return perod s 475 years. Ths earthquake s the desgn earthquake. (- wll be used n ths project!!!!) Earthquake Level 3 (eprem Yer Hareket üzey / -3) The probablty of exceedance s 50% n 50 years and return perod s 7 years. It s a frequent earthquake. Earthquake Level 4 (eprem Yer Hareket üzey / -4) The probablty of exceedance s 68% n 50 years (or 50% n 30 years) and return perod s 43 years. It s a very common and frequent earthquake It s named as servce earthquake.

8 3. ESTIMATION OF ESIGN SPECTRUM

9 3. ESTIMATION OF ESIGN SPECTRUM Lateral Elastc esgn Spectrum

10 3. ESTIMATION OF ESIGN SPECTRUM Horzontal Elastc esgn Spectrum

11 3. ESTIMATION OF ESIGN SPECTRUM

12 3. ESTIMATION OF ESIGN SPECTRUM

13 3. ESTIMATION OF ESIGN SPECTRUM

14 3. ESTIMATION OF ESIGN SPECTRUM

15 3. ESTIMATION OF ESIGN SPECTRUM

16 3. ESTIMATION OF ESIGN SPECTRUM

17 4. ESTIMATION OF BASE SHEAR W/g ecreased desgn spectral acceleraton (No: 4.8) V t

18 5. ISTRIBUTION OF BASE SHEAR F N +F N N F H N F F 1 1. Storey Ground 1 H V t V N =F N +F N V V N-1 = F N + F N +F N-1 V F N N F F V 1 V Groung = V t F 1

19 6. ESTIMATION OF THE SHEAR FORCE OF COLUMNS THE METHO OF VALUES(MUTO METHOİ) 1- Assumptons Earthquake loads s appled to buldng on each floor level Slabs are rgd n-plane Materal s lnear elastc The buldng has no torson - v j Estmaton of Column Shear Forces F N +F N +1. floor F F +1 v j dsplacement of floor (+1) respect to floor v j Lateral shear force of column j, n. storey F 1 deplasmanı kolona gelen yatay kesme kuvvet le doğru orantılı, kolonun yatay rjtlğ le ters orantılıdır. j Horzontal stffness of column j, n. storey

20 6. ESTIMATION OF THE SHEAR FORCE OF COLUMNS - v j Estmaton of Column Shear Forces F N +F N +1. floor F F +1 v j dsplacement of floor (+1) respect to floor v j Lateral shear force of column j, n. storey F 1 j Horzontal stffness of column j, n. storey u = P = v j k = j

21 +1 v j m j m j m j m m j j V v v... v... v v δ m j j j V v 1 Snce the buldng has no torson and slabs are nfntely stff n-plane, all columns have same dsplacement n an ndvdual floor. j c c,j c c,j c 3 c,j c j h E 1 a k h E 1 a h I h 1E a h I E 1 m j j j j c,j j c,j c,j j c j V v h I a, h I k, h E ESTIMATION OF THE SHEAR FORCE OF COLUMNS

22 6. ESTIMATION OF THE SHEAR FORCE OF COLUMNS a correcton coeffcent. k beam stffness rato (I /L ) (k 1, k, k 3, k 4 ) k c column stffness rato k 1 k k c v j k 3 k 4 V m j1 j j k Remndng Ic,j j a h k 1 k k k k a, k c 3 k k a c,j 4 k c I c,j h (k = k 4 = 0) k 1 k k1 k k k c (k 1 = 0) k c a 0.5 k k, a k c

23 7. ESTIMATION OF MOMENT OF COLUMNS +1 M üst =(1-y) h v j h v j (1-y) h y rato of the length of the moment v j zero pont and y h column heght y = y 0 + y 1 + y + y 3 M alt =y h v j y 0 Standard bendng pont and t depends on the locaton of column n the storey and k y 1 Correcton term f the stffness of beams, whch are connected to upper and lower pont of column, are dfferent y Correcton term f upper storey column has dfferent heght compare to the consdered column. y 3 Correcton term f lower storey column has dfferent heght compare to the consdered column.

24 7. ESTIMATION OF MOMENT OF COLUMNS

25 7. ESTIMATION OF MOMENT OF COLUMNS

26 7. ESTIMATION OF MOMENT OF COLUMNS

27 EĞERLERİ METOU (MUTO YÖNTEMİ) S101 S10 S103 S107 S108 S109 S S11

28 8. ESTIMATION OF MOMENT OF BEAMS Exteror node M beam = (M lower +M upper ) M lower M beam M upper Interor node M k 1 1 Malt Müst k 1 k M 1 M alt k 1 k M k Malt Müst k 1 k M üst M

29 9. THE CORRECTION OF MOMENT OF BEAMS and COLUMNS M upper = M upper M upper + M lower h h a 1 a 1 M rght M rght h/ h/ M upper M upper M left M left a a h M left = M left M left + M rght l a 1 M lower M lower h/ h/ M rght = M rght M left + M rght l V beam = M left + M rght l a M lower = M lower M upper + M lower h h

30 Earthquake Moment agram of C-C Axs

31 Earthquake Shear Force agram of C-C Axs

32 Earthquake Axal Load of agram of C-C Axs Earthquake drecton v krş + - N dep