Assessment of seismic risks in code conforming reinforced concrete frames

Shokrabadi, Mehrdad; Banazadeh, Mehdi; Shokrabadi, Mehran; Mellati, Afshin

doi:10.1016/j.engstruct.2015.03.057

Cited by 27 publications

(4 citation statements)

References 15 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…e story damage of structure is significantly impacted by component importance. However, the conventional story damage models are mainly based on the deformation and hysteretic energy dissipation of structural component [20,22,[25][26][27][28], in which the component importance is ignored. It is meaningful to enhance the traditional damage model by distinguishing the importance of different structural components (i.e., column, frame beam, coupling beam, and shear-wall).…”

Section: E Enhanced Damagementioning

confidence: 99%

Seismic Fragility Assessment of RC Plan‐Asymmetric Wall‐Frame Structures Based on the Enhanced Damage Model

Wang

Huang

Zhang

2021

Shock and Vibration

View full text Add to dashboard Cite

The seismic response of reinforced concrete (RC) plan-asymmetric structures is significantly influenced by the input angle of seismic ground motions. Hence, it is challenging to assess the performance of plan-asymmetric structures. In this study, the classic probabilistic seismic fragility assessment method is used to assess RC plan-asymmetric wall-frame structures based on the enhanced damage model. First, the worst-case input angle of seismic ground motions for plan-asymmetric structures is identified using the wavelet transforms coefficient method, considering the coupling of bidirectional seismic ground motions. Accordingly, the maximum deformation and hysteretic energy dissipation can be determined. Then, an enhanced damage model, which is based on the combination of deformation and hysteretic energy dissipation, is used to identify floor damage factor. Note that the importance coefficients of structural components are considered in the identification. Meanwhile, the incremental dynamic analysis (IDA) is conducted to create the fragility curves by assuming floor damage factor as seismic performance index. In particular, the randomness of the threshold for floor damage factor is considered during the assessment. Afterwards, numerical simulations are employed to verify the fragility assessment method. Results show that the wavelet transforms coefficient method can evaluate the worst-case input angles with low time-consuming and high efficiency. Meanwhile, the story damage factors confirmed that the proposed damage model could accurately assess the structure during the failure process. Moreover, the typical failure modes of the RC wall-frame structure, which significantly depend on the story damage distribution, can be defined using the enhanced damage model. Note that the randomness of the threshold could significantly affect the probability of exceedance, which is important for fragility analysis.

show abstract

Section: E Enhanced Damagementioning

confidence: 99%

Seismic Fragility Assessment of RC Plan‐Asymmetric Wall‐Frame Structures Based on the Enhanced Damage Model

Wang

Huang

Zhang

2021

Shock and Vibration

View full text Add to dashboard Cite

show abstract

“…(2) Establish the correspondence between the damage level of target structure, reasonable damage mode, and damage indexes under earthquakes of different intensities [7][8][9].…”

Section: Concept Of Damage Index and Damage Theorymentioning

confidence: 99%

Damage Quantification of Frame-Shear Wall Structure with Metal Rubber Dampers under Seismic Load

Zhao¹,

Zhang²

2020

RCMA

View full text Add to dashboard Cite

The seismic load can bring serious damages to the coupling beams and frame beams in the frame-shear wall structure. Such damages can hardly be repaired, causing functional loss to the structure. One of the best ways to consume seismic energy input, rationalize the damage mode of structure, and prevent serious damages to the main components is to install metal rubber (MR) dampers materials in the frame-shear wall structure. Based on Park and Ang’s damage model, this paper presents pertinent formulas of damage indexes, and uses them to quantify the failure mode. Then, the correspondence was established between damage level of the target structure, reasonable damage mode, and damage index. Finally, two ABAQUS models of an 18-floor frame-shear wall structure were constructed: an uncontrolled structure (traditional frame-shear wall structure) and a controlled structure (frame-shear wall structure with MR dampers). Through comparative analysis, the characteristic parameters of the damper were determined for the reasonable damage mode, and the failure mechanism of the target structure was identified accurately under seismic load.

show abstract

“…xv} Ry p}rLD = Q R=U=OH R= QD QO RwmU}w Qo = Q}t w R=U=OH =@ |=yxR=U u= QoWywSB u}tND |= Q@ |WwQ 'OQmrta T=U= Q@ xrRrR |UOvyt R= xO=iDU= =@ w OvOQm OwU [13] " C=k@] A}D`=iDQ= 'QDt 5 4 =@ Q@=Q@ QwmPt pOt u}}=B |xk@]`=iDQ= [14] "CU= xOW j@=]t "CU= xOw@ CyH Qy QO QDt 9 15 Q@=Q@ =yuwDU u}@ |xrY=i w QDt 4 [16] 'AISC36010 |xt=vu}}; T=U= Q@ [15] 'ETABS2015 l} ?w=vD u=tR |= Q@ |i}] ?=DW O=}R |r}N |@Uv Q]N =@ xvyB |= Q@ =yu=tDN=U w S s = 2 111 g =@ Q@=Q@ x=Dwm ?w=vD u=tR |= Q@ w S 1 = 0 733g =@ Q@=Q@ x}v=F Q@ QDt 360 =D 180 |WQ@ Gwt CaQU w D l=N Tqm =@ CNU u}tR |wQ Q@ w 4 "O@=}|t Vy=m VR}QwQi [21] "Q= Ri=sQv QO =yR=U=OH |m} R}i pOt "2 pmW =@ "CU= xOW xO=iDU= =yxR=U |R=UpOt CyH [17] ' [18] '|R=UpOt =yuwDU [19] "Ov=xOW [20] "OyO CUOx@ =yu; \@DQt Ot=U@ j@=]t |m} R}i pOt u}= "Ov=xOW pOtOpenSees Q= Ri=sQv QO LeadRubberX "CU= xOW xDiQo Q_v QO |O= R; xHQO 12 =@ |}xQo wO u=tr= l} u=wvax@ 2 pmW =@ V}=tv x@ x=ox}mD l} |rY= CyH 6 QO = Q |m}v=mt Q=DiQ xm Qvi 6 =@ QwmPt xQo wO [21] "Ov=xDi=} p=YD= 'OvQ=Po|t =yOQwmQ ?=NDv= "2"2 [26] 'PACT OQmrta |@=} RQ= |x@U=Lt Q= R@= [25] [30] "OvyO|t u=Wv 'CU= u; |xk@] |wQ x@ swO |xk@] VR}QwQi "2 'C=k@] |xty QO |rm VR}QwQi "1 %CU= x@ sQ=yJ |xk@] VR}QwQi "4 'swO |xk@] |wQ x@ swU |xk@] VR}QwQi "3 'pw= w |r=t |=yCQ=UN |xv}W}@ 'ODi}@ j=iD= pw= Owt xm |DQwY QO "swU |xk@] |wQ |QDtm |v=H w |r=t |=yCQ=UN ?Hwt =yOwt Q}=U xm |r=L QO 'OyO|t MQ |v=H |UOvyt Cw=[k T=U= Q@ O}=@ jwi |=yCr=L R= l} Qy`wkw p=tDL= "OvwW|t p=tDL= "OW=@ 1 =@ Q@=Q@ O}=@ =yOwt |x}rm`wkw p=tDL=`wtHt ut[ QO "OwW u}}aD 'OvDUy xOvwQV}B |@=QN R= |awv xm '=yOwt Q}=U x@ C@Uv =yxR=U QO pw= Owt`wkw Q@=Q@ =yOwt Q}=U w 55 =@ Q@=Q@ pw= Owt VR}QwQi p=tDL= ? }DQD u}O@ "CU= QDW}@ "CU= xOW ZQi 15 =@ CQ=UN OQw; Q@ "5…”

mentioning

confidence: 99%

ارزیابی عملکرد لرزه‌یی سازه‌های قاب خمشی فولادی جداسازی شده با رویکرد خسارت

قلهکی¹,

ثانی²,

بنازاده³

2019

مهندسی عمران

View full text Add to dashboard Cite

1397 u=DUtR 'h}QW u= Qta |UOvyt 5143 "X '4/2 |xQ=tW '34 2 |xQwO Original Article |WtN ?=k |=yxR=U |}xRQr OQmrta |@=} RQ= CQ=UN OQm}wQ =@ xOW|R=U=OH |Oqwi Q=}Wv=O |myrk O}Ht |QDmO |wHWv=O |v=F |v}wQB u}UL u=vtU x=oWv=O 'u=Qta |UOvyt |xOmWv=O Q=}Wv=O xO=R=v@ |Oyt Q}@mQ}t= |DavY x=oWv=O 'CU} R \}Lt w u=Qta |UOvyt |xOmWv=O xOW |R=U=OH |Oqwi |WtN ?=k |=yxR=U OQmrta CU= xOW |aU Q[=L VywSB QO |xt=vu}}; QO xOWx= Q= CQ=UN OQw; Q@ w OQmrta T=U= Q@ |}xRQr |L=Q] VwQ R= xO=iDU= =@ 4 |xR=U |]NQ}e |Oa) @ xU pOt '=DU= Q u}= QO "OvwW |@=} RQ= FEMA P581 w QwO |=yxRwL |=yOQwmQ CLD u; uwO@ w |}xRQr R=U=OH =@ |Oqwi |WtN ?=k |xk@] 'CQ=UN w VR}QwQi x=oO}O wO R= =yu; OQmrta w p}rLD OpenSees Q= Ri=sQv QO l}ORv Vy=m u= R}t xm OvyO|t u=Wv =yp}rLD G}=Dv "CU= xOW |UQQ@ PACT Q= Ri=sQv =@ Q@=Q@ QwO |xRwL |=yxRQru}tR QF= CLD 'R=U=OH R= xO=iDU= CQwY QO xR=U Q}taD |xv}Ry xv} Ry p}rLD u}vJty "CU= 67 =@ Q@=Q@ l}ORv |xRwL |=yxRQru}tR QF= CLD w 72 =@ CQwY QO xm CU= xOW xOy=Wt w s=Hv= |O=YDk= |HvUu=mt= |UQQ@ CyH OwU p=U 14 'QwO |xRwL |=yxrRrR QO xv} Ry CWoR=@ u=tR COt 'R=U=OH sDU}U R= xO=iDU= "CU= p=U 18 'l}ORv |xRwL |=yxrRrR |= Q@ w

show abstract

Assessment of seismic risks in code conforming reinforced concrete frames

Cited by 27 publications

References 15 publications

Seismic Fragility Assessment of RC Plan‐Asymmetric Wall‐Frame Structures Based on the Enhanced Damage Model

Seismic Fragility Assessment of RC Plan‐Asymmetric Wall‐Frame Structures Based on the Enhanced Damage Model

Damage Quantification of Frame-Shear Wall Structure with Metal Rubber Dampers under Seismic Load

ارزیابی عملکرد لرزه‌یی سازه‌های قاب خمشی فولادی جداسازی شده با رویکرد خسارت

Contact Info

Product

Resources

About