DESIGN MODELS FOR SHEAR STRENGTHENING OF REINFORCED CONCRETE BEAMS WITH EXTERNALLY BONDED FRP COMPOSITES: A STATISTICAL VS RELIABILITY APPROACH
|
|
- Opal Douglas
- 6 years ago
- Views:
Transcription
1 FRPRCS-8 University o Patras, Patras, Greece, July -8, 7 DESIGN MODELS FOR SHEAR STRENGTHENING OF REINFORCED CONCRETE BEAMS WITH EXTERNALLY BONDED FRP COMPOSITES: A STATISTICAL VS RELIABILITY APPROACH J.L.T. LIMA J.A.O BARROS MSc Student; Associate Pro., Department o Civil Engineering, University o Minho, Portugal Keyords: analytical, bonded, externally, FRP, models, shear, strengthening INTRODUCTION Experimental studies conducted orldide on reinorced concrete (RC) beams strengthened in shear ith externally bonded (EBR) iber-reinorced polymers (FRP) over the last years evince the reliability and eicacy o such technique or structural retroitting. For elements ith shear resistance deiciencies, an higher load carrying capacity may be achieved by bonding FRP reinorcement systems ith the ibers as orthogonal as practically possible to the critical shear crack plane or an optimal coniguration, or ith the ibers normal to the beam axis or a more practical setting. Common conigurations o strengthening (Fig.) include the ull rapping o the cross section (O), U jacketing along sides (U) and side bonding in the beam eb (S). Additional mechanical anchorage systems can be provided to enhance the behavior o U or S conigurations here the available bond length is short (U+ and S+). Fig. : Common externally bonded FRP strengthening conigurations Each o the aorementioned strengthening conigurations may be set in several possible arrangements (Fig. ) regarding the iber orientation, the use o discrete strips or continuous sheets, and the overlay o sheets ith dierent iber orientations, among others. Fig. : Possible arrangements or externally bonded FRP strengthening ANALYTICAL FORMULATIONS FOR FRP SHEAR REINFORCEMENT DESIGN As an outcome o the increasing demand stimulated by a continuous groth in ield applications, several proposed analytical ormulations [-] have been implemented into reerence design guidelines, providing the guidance or design, detailing, and installation o FRP based strengthening systems. The present study addresses the shear provisions included in ib [], ACI [], CNR [] and the Australian Standard [7] design guidelines. The later ollos an analytical model previously introduced by Chen and Teng (CT) [8, 9]. All o the aorementioned design models rely on the approach here shear strength o a strengthened member is attained by the sum o the contributions rom the reinorcing steel, V s, and concrete, V c, ith the one deriving rom the FRP,V, as ollos: Vr Vc + Vs + V ()
2 FRPRCS-8 University o Patras, Patras, Greece, July -8, 7 here V c and V s, may be calculated according to provisions existing on current design codes, independently o the FRP strengthening system adopted. The methodology to estimate the design value o the FRP contribution in shear, V d, according to each o the aorementioned design proposals is briely described in Table. Figure summarizes the adopted notation deining the geometric properties o a generic beam reinorced in shear ith externally bonded FRP. Fig. : Adopted notation to deine the main geometric properties o an FRP shear reinorcement Table : V d calculation methodology (cont.) ib design proposal: ACI design proposal: ( ) V.9 ε E ρ b d cotθ + cot β sin β d ed t ρ b s ε ed (strips) ; t sinβ ρ (cont.) b.8 ε e ; γ. /. /. γ i) Full rapping coniguration (O): cm εe.7 εu E ρ. ii) Side bonding or U jacketing coniguration (U, S):. cm. E ρ εe min. cm.7 εu E ρ Vd φψ t e (sinβ+ cos β) d s φ.8 ; ψ.9 (O) ; ψ.8 (U,S) E ε e e i) Full rapping coniguration (O): ε..7 ε e ii) Side bonding or U jacketing coniguration (U, S): k k e v u u ε k ε. v ck k 7 k k Le.7 9 ε ; L u e ( t E ).8 d L d L (U) ; k e e d d (S) Notation: εed - design value o eective FRP strain; ε e - mean value o eective FRP strain; ε u - FRP ultimate tensile strain; γ - partial actor or FRP reinorcement; ρ - FRP reinorcement ratio; E - elasticity modulus o FRP reinorcement; - concrete average compressive strength; cm φ - shear strength reduction actor []; ψ - additional reduction actor or FRP; kv - bond reduction coeicient; k - modi. actor regarding the concrete strength; k - modi. actor regarding the FRP coniguration; L e - eective bond length o FRP reinorcement; - concrete characteristic compressive strength; ck
3 FRPRCS-8 University o Patras, Patras, Greece, July -8, 7 Table (cont.): V d calculation methodology CNR design proposal: i) Full Wrapping coniguration (O).9 (cot cot ) Vd d ed t θ + β γ s ' ed L Rd Le sin β dd + min {.9 dh, } Le sin β + ( φr d dd) min{.9 dh, } e φ. + rc rc R. ;. b b E t ctm ; dd.8 E Gk γ t s ' Gk. kb ck ctm ; kb + b ii) U jacket coniguration (U) ed Le sin β dd min.9, iii) Side bonding coniguration (S) d { dh} sin V β d min{.9 d, h } ed t γ sin θ s ' Rd z. red, eq ed dd min{.9 dh, } Notation: z z + L red, eq red eq { } zred min.9 d, h Le sinβ su Leq sin β / E dd z L eq red, eq γ Rd - partial actor or the resistance model (.); - average concrete tensile strength; ctm ed - design value or the FRP eective stress; d - design value or the ultimate FRP stress; - design value or the FRP debonding stress; dd G - bonded joint speciic racture energy; k k b - covering / scale coeicient; s - FRP slip at debonding (.mm); u CIDAR (CT) design proposal: Vd ed t he (cotθ + cot β) sinβ s ' he zb zt ; zb.9 d db ; zt dt ed D d,max i) Failure by FRP rupture (O) z. t D + zb φr u, ε.% γ d,max φr E ε, ε >.% γ φ.8 ; γ. R ii) Failure by FRP debonding (U, S) - cos π λ sin π ( λ ) π ( λ), λ D π - λ > -, π λ he, (U) sin β Lmax ; L he, (S) sinβ d,max e ; λ Lmax Le φr u γ min E. βl β γ t λ, λ βl, λ > ; β E t ck ck, ( s β ) sin β, + s sin φr - reduction actor due to local stress in corners; λ - normalized maximum bond length; D - stress distribution actor; d,max - maximum design stress in FRP; u - ultimate FRP tensile stress; h - eective height o the bonded reinorcement; e β - bond length coeicient; L β - strip idth coeicient;
4 FRPRCS-8 University o Patras, Patras, Greece, July -8, 7 PERFORMANCE APPRAISAL OF THE ANALYTICAL FORMULATIONS. Database assembly To assess the accuracy o the theoretical predictions obtained ith the aorementioned analytical ormulations, a database (DB) containing the experimental results rom beams strengthened ith EBR as collected rom published literature, upgrading previous compiled databases [-]. The criteria adopted in this task as to collect the largest amount o data ith a ide spectrum o test results regarding the beams geometry, concrete properties, longitudinal steel reinorcement ratios, shear steel reinorcement ratios, FRP properties and strengthening conigurations. Aiming to reduce the inluence o erroneous and inconsistent data present in the DB, the analysis as perormed not only in the integral database (IDB), but also in partial subsets o the data reduced databases (RDB). Detailed inormation on the databases characteristics and the considered beams may be ound in [].. Results obtained using the integral database (IDB) For each described design model, the obtained values o V d are compared ith V,exp and a χ actor corresponding to the V,exp /V d ratio is evaluated. Figure plots the predicted against experimental values, here a º solid line establishes the division beteen the sae previsions rom the unconservative ones and a dashed line traces an ideal saety trend corresponding to χ.. χ χ ib design model Vd (kn) χ. ACI design model Vd (kn) χ. V,exp (kn) V,exp (kn) χ χ CNR design model Vd (kn) χ. CT design model Vd (kn) χ. V,exp (kn) V,exp (kn) Fig. - V,exp vs V d scatterplots regarding ib, ACI, CNR and CT design models A large scatter is observed in the experimental vs predicted design values or all o the considered analytical ormulations. Table summarizes the main descriptive statistical measures regarding the χ actor, namely minimum (MIN) and maximum (MAX) values, the average (AVG) that represents a global saety actor associated ith the design procedure, the standard deviation (STD) and the coeicient o variation (COV) that are indicators o accuracy. The irst quartile (Q) that cuts o the loest % o data, the median (MED) corresponding to the th percentile and the third quartile (Q) that cuts o the highest % o data are also included.
5 FRPRCS-8 University o Patras, Patras, Greece, July -8, 7 Table : Statistical values o the χ actor computed rom the IDB χ Min Q MED AVG Q MAX STD COV FIB ACI CNR CT The obtained results sho that the ib design model presents, in average, the loest saety actor hile the saest predictions are attained ith CNR. The largest scattering is attained by the CNR model (COV.7) hile the least scattered model is ib (COV.). The CT model globally presents a good perormance ith an average value o χ. and COV.8. Hoever, rom the structural saety point o vie, a classiication system based only on the main descriptive statistics measures regarding the behavior o the χ actor may not provide enough inormation to assess the reliability o a design proposal, considering that or structural purposes having χ. is orst than χ., hich is not taken into account on the statistical analysis. To overcome this limitation a eighed penalty classiication system as applied, based on the Demerit Points Classiication (DPC) model proposed by [], here a penalty (PEN) is assigned to each range o χ ratios according to Table, and the total o penalties determines the perormance o each design model. Table : Reliability analysis based on structural saety IBD χ Classiication PEN FIB ACI CNR CT <.7 Extr. Dangerous Dangerous. -. Reduced Saety Appropriate Saety Conservative 7 8 >. Extr. Conservative 8 PEN From Table it can be noticed that the ib design model presents the eakest perormance, ith the highest number o penalty points corresponding to % o Predictions Against Saety (PAS, χ<), hile the best results are attained by the CNR design proposal ith the loest o number o PAS (%). The CNR model also provides the highest number o extremely conservative values (%).. Results obtained using the RDB The high scattering ound in the previous analysis perormed over a DB ith beams ith highly dierentiated characteristics, proves that none o the studied design models simulates ith enough accuracy the generic behavior o RC beams strengthened in shear ith externally bonded CFRP. It as also ound that all the aorementioned design proposals provided a large amount o unsae values or V d, especially in the range < V,exp < kn. Such can be related ith a signiicant number o experimental results here, ithout a clear understanding, the load carrying increase due to the FRP reinorcement is either null or extremely small, disturbing the global perormance o the considered analytical models. From the above considerations, the consistence o results obtained ith the IDB as appraised by means o removing rom the analysis those observations, hich in the authors belie, lead into incoherent results. A reduced database (RDB) containing beams extracted rom the IDB as assembled. A beam as removed rom DB hen ulils one o the olloing conditions: i) statistical outliers; ii) beams reinorced ith bidirectional ibers; iii) reinorcement systems ith special anchorage mechanisms; iv) beams that sho poor perormance in all o the aorementioned design models (χ <.). Figure presents the obtained results ith the RDB, providing or each design model a scatterplot o the V d vs V,exp relationship, an histogram o the χ ratio distribution and a box and hiskers plot o the χ ratio variation related ith the reinorcement coniguration. The box plot diagram graphically depicts the statistical ive-number summary, hich consists o the smallest non-outlier observation, loer quartile (Q), median, upper quartile (Q), and largest non-outlier observation.
6 FRPRCS-8 University o Patras, Patras, Greece, July -8, 7 NLR - Linear Regression Model - Non Linear Regression Model χ.8 Normal Density Est. Desnsity ib design model Vd (kn) χ. Relative Frequency... χ ib. O S U NLR V,exp (kn) χ.8 χ ib Normal Density Est. Desnsity Rein. Coniguration ACI design model Vd (kn) χ. Relative Frequency... χ ACI. O S U NLR V,exp (kn) χ.8 χ ACI Normal Density Est. Desnsity Rein. Coniguration CNR design model Vd (kn) χ. Relative Frequency... χ CNR. O S U NLR V,exp (kn) χ.8 χ CNR Normal Density Est. Desnsity Rein. Coniguration CT design model Vd (kn) χ. Relative Frequency... χ CT. O S U V,exp (kn) χ CT Rein. Coniguration Fig. Analysis results ith the RDB (rom top to bottom: ib, ACI, CNR and CT design models)
7 FRPRCS-8 University o Patras, Patras, Greece, July -8, 7 Table : Statistical values o the χ actor computed rom the RDB χ MIN Q MED AVG Q MAX STD COV PEN FIB ACI CNR CT The values in Table sho that, despite the global improvement in the design models perormance ith the RDB, the results ollo the same trend as or the IDB analysis, thus ratiying the consistency o the collected data. Figure plots the sae (PSS) vs unsae (PAS) predictions diagrams or both the IDB (a) and the RDB (b). From their analysis, it is mandatory to emphasize that all the studied design models sho a poor perormance taking into account the large amount o unsae predictions or the design value o the FRP contribution in shear. PAS PSS PAS PSS FIB ACI CNR CT FIB ACI CNR CT a) b) Fig. PAS and PSS ratios ith the: a) IDB, b) RDB. Inluence o other parameters not explicitly considered in the analytical ormulations Such poor perormance shoed by the aorementioned analytical ormulations indicates that the relative inluence o the considered parameters is simulated deiciently and the eect o others, not explicitly taken into account, should not be neglected. Figure 7 presents some relationships that are supposed to aect the perormance o the analytical models namely, the shear orce gain ratio, V,exp (V r,exp V,exp ), the inluence o the longitudinal reinorcement percentage, ρ sl, and the inluence o shear steel reinorcement presence are investigated. All the studied analytical ormulations seem to sho an increase o the χ actor ith beams here the global shear orce gain is higher. Such trend is observed or both discrete (DISC) and continuous (CONT) reinorcement arrangements, being more obvious or the ib and CT models hile a more diuse pattern is observed ithin the ACI and CNR models. From the interaction beteen the χ actor and the longitudinal steel reinorcement it is ound that χ tends increase ith the increment o the E s ρ s E ρ ratio suggesting a major interaction beteen the FRP and longitudinal reinorcement. On the plotted diagrams, beams ith conventional shear reinorcement are set aside rom those ithout stirrups decoupling the interactions beteen these to phenomena. It proved that both kinds o beams (ith and ithout stirrups) ollo the same trend regarding the χ vs E s ρ s E ρ relationship. The plots o the χ vs E s ρ s E ρ relation suggest that beams ithout stirrups may have higher χ actors ith the studied analytical models than those ith higher shear reinorcement ratio. Nevertheless it is the authors belie that the pattern ound in the χ vs E s ρ s E ρ scatter hen A s > may also be inluenced by the longitudinal reinorcement ratio. In a uture approach these phenomena should be investigated, making several analysis o χ vs E s ρ s E ρ or dierent clusters o ρ sl. 7
8 FRPRCS-8 University o Patras, Patras, Greece, July -8, 7 CONT DISC As As> χ ib χ ib χ ib Shear Force Gain Esl ρsl / E ρ Es ρs / E ρ CONT DISC As As> χ ACI χ ACI χ ACI Shear Force Gain Esl ρsl / E ρ Es ρs / E ρ CONT DISC As As> χ CNR χ CNR χ CNR Shear Force Gain Esl ρsl / E ρ Es ρs / E ρ CONT DISC As As> χ CT χ CT χ CT Shear Force Gain 8 Esl ρsl / E ρ 8 Es ρs / E ρ Fig. 7 Inluence o shear gain, longitudinal and shear reinorcement on the models perormance 8
9 FRPRCS-8 University o Patras, Patras, Greece, July -8, 7 CONCLUSIONS Based on the inormation available in the literature regarding the shear strengthening o RC beams ith externally bonded CFRP, a comprehensive database as assembled containing experimental results o beams. The results obtained rom a statistical analysis carried out on such database demonstrate that none o the analytical ormulations predicts ith enough accuracy the contribution o the EBR CFRP systems or the shear strengthening o RC beams. A large scatter o the χv,exp /V d as ound ithin all the design models, even hen a reduced database (RDB) as used in the analysis. Using the RDB the average o the χ actor varies beteen. (ib) and.9 (CNR) and the coeicient o variation is comprehended beteen % (ib) and 7% (CNR). From a statistical point o vie the CT model can be pointed as the one ith the best perormance since it alays combines an appropriate global saety actor (AVG χ.7) ith the one o most least scattered behaviors (COV χ 7%). Although the large amount o calculated V d values that are against saety suggest that all o the aorementioned models are still not robust enough or generalized practical design purposes. A reliability analysis and classiication based on structural saety as also implemented. Among the studied ormulations, the ib design model presented the most unsae results rom all, hile the saest results ere attained ith the CNR design code provisions. CNR also provided the largest amount o extremely conservative predictions especially or the S type strengthening coniguration. The inluence o some parameters not explicitly considered on the analytical models as assessed, proving that the perormance o the aorementioned design models is subordinated to the global attained shear orce gain. Furthermore, the inluence o conventional steel reinorcement (longitudinal and transversal) proved to be signiicant, and none o the studied analytical models explicitly considers these parameters to determine the FRP contribution to shear. Other parameters not taken into account in the analytical ormulations may also inluence the behavior o strengthened beam. The collected database provides a signiicant source or data mining techniques in order to decouple the interactions beteen all the phenomena involved. Thus, more investigation in this ield is needed in order to improve the existing design models. ACKNOWLEDGEMENTS The study reported in this paper orms a part o the research program CUTINSHEAR - Perormance assessment o an innovative structural FRP strengthening technique using an integrated system based on optical iber sensors supported by FCT, POCTI/ECM/9/. The irst author acknoledges the support provided by the grant in the ambit o this research project. REFERENCES [] Triantaillou, T. Shear strengthening o reinorced concrete beams using epoxy bonded FRP composites ACI Structural Journal, 9 (March-April 998), 7-. [] Khalia et al Contribution o externally bonded FRP to shear capacity o RC lexural member Journal o Composites or Construction ASCE, (998), 9-. [] Monti, G., and Liotta, M. FRP-strengthening in shear: tests and design equations. em 7th International Symposium on Fiber Reinorced Polymer (FRP) Reinorcement or Concrete Structures (FRP7RCS),, ACI Symposium Publication. [] ib Bulletin - Externally Bonded FRP reinorcement or RC structures Technical report,, Task Group 9. FRP (ibre reinorced polymer) reinorcement or concrete structures. [] ACI.R-: Guide or the design and construction o externally bonded FRP systems or strengthening o concrete structures,, Reported by ACI Committee. [] CNR-DT Guidelines or design, execution and control o strengthening interventions by means o ibre reinorced composites,, National Research Council. [7] CIDAR - Design guideline or RC structures retroitted ith FRP and metal plates: beams and slabs Drat - submitted to Standards Australia,, The University o Adelaide. [8] Chen, J.F. e Teng, J.G. - Shear Capacity o FRP Strengthened RC Beams: FRP Rupture Journal o Structural Engineering, ASCE : 9():. 9
10 FRPRCS-8 University o Patras, Patras, Greece, July -8, 7 [9] Chen, J.F. e Teng, J.G. - Shear Capacity o FRP Strengthened RC Beams: FRP Debonding Construction and Building Materials : 7(): 7. [] ACI 8 8-/8R-: Building code requirements or structural concrete and commentary,, Reported by ACI Committee 8. [] Bousselham, A., and Chaallal, O. Shear strengthening reinorced concrete beams ith iber reinorced polymer: assessment o inluencing parameters and required research''. ACI Structural Journal, (March-April ), 9-7. [] Aprile, A., and Benedetti, A. Coupled lexural-shear design o R/C beams strengthened ith FRP Composites Part B: Engineering, (January ), -. [] Lima, J.L.T. Assessment o the eective strain in FRP laminates used in shear strengthening o reinorced concrete beams, MSc thesis (in preparation), Univ. Minho, Portugal. [] Collins, M.P. - Evaluation o shear design procedures or concrete structures,, A Report prepared or the CSA technical committee on reinorced concrete design.
Bond strength model for interfaces between nearsurface mounted (NSM) CFRP strips and concrete
University o Wollongong Research Online Faculty o Engineering and Inormation Sciences - Papers: Part A Faculty o Engineering and Inormation Sciences 2014 Bond strength model or interaces between nearsurace
More informationProfessor, Institute of Engineering Mechanics, Harbin. China 2. Ph.D Student, Institute of Engineering Mechanics, Harbin. China 3
The 14 th World Conerence on Earthquake Engineering COMPARISON OF FRP-RETROFITTING STRATEGIES IN CHINESE AND ITALIAN CODES J. W. DAI 1, Y.R. WANG 2, B. JIN 1, 3, D.F.ZU 4, Silvia Alessandri 5, Giorgio
More informationReliability assessment on maximum crack width of GFRPreinforced
Fourth International Conerence on FRP Composites in Civil Engineering (CICE2008) 22-24July 2008, Zurich, Switzerland Reliability assessment on maximum crack width o GFRPreinorced concrete beams Z. He and
More informationDesign Guidelines A Scandinavian Approach
Design Guidelines A Scandinavian Approach Pro. Björn Täljsten Luleå University o Technology SWEDEN Presented by Tech. Lic Anders Carolin 1 Pro. B. Täljsten Departmento Civiland Mining Engineering Division
More informationASSESSMENT OF THE EFFECTIVENESS OF NSM-CFRP FLEXURAL STRENGTHENING CONFIGURATIONS FOR CONTINUOUS RC SLABS
AEMENT OF TE EFFECTIVENE OF NM-CFRP FLEXURAL TRENGTENING CONFIGURATION FOR CONTINUOU RC LAB Matteo Breveglieri Joaquim A.O. Barros Gláucia M. Dalfré Alessandra Aprile Abstract The experimental programs
More informationPOST-PEAK BEHAVIOR OF FRP-JACKETED REINFORCED CONCRETE COLUMNS
POST-PEAK BEHAVIOR OF FRP-JACKETED REINFORCED CONCRETE COLUMNS - Technical Paper - Tidarut JIRAWATTANASOMKUL *1, Dawei ZHANG *2 and Tamon UEDA *3 ABSTRACT The objective of this study is to propose a new
More informationEditorial Manager(tm) for The Arabian Journal for Science and Engineering B:
Engineering Editorial Manager(tm) or The Arabian Journal or Science and Engineering B: Manuscript Drat Manuscript Number: AJSE-ENG-D-0-00R Title: Shear strengthening o short span reinorced concrete beams
More informationCalibration of Bond Coefficient for Deflection Control of FRP RC Members
Fourth International Conerence on FRP Composites in Civil Engineering (CICE008) -4July 008, Zurich, Switzerland Calibration o Bond Coeicient or Delection Control o FRP RC Members R. Fico, A. Prota & G.
More informationReliability of Axially Loaded Fiber-Reinforced-Polymer Confined Reinforced Concrete Circular Columns
American J. o Engineering and Applied Sciences (1): 31-38, 009 ISSN 1941-700 009 Science Publications Reliability o Axially Loaded Fiber-Reinorced-Polymer Conined Reinorced Concrete Circular Columns Venkatarman
More informationFATIGUE DURABILITY OF CONCRETE EXTERNALLY STRENGTHENED WITH FRP SHEETS
FATIGUE DURABILITY OF CONCRETE EXTERNALLY STRENGTHENED WITH FRP SHEETS H. Diab () and Zhishen Wu () () Department o Urban and Civil Engineering, Ibaraki University, Japan Abstract A primary concern o the
More informationHYBRID STEEL PLATE GIRDERS SUBJECTED TO PATCH LOADING
SDSS Rio 21 STABILITY AND DUCTILITY OF STEEL STRUCTURES E. Batista, P. Vellasco, L. de Lima (Eds.) Rio de Janeiro, Brazil, September 8-1, 21 HYBRID STEEL PLATE GIRDERS SUBJECTED TO PATCH LOADING Rolando
More informationAXIALLY LOADED FRP CONFINED REINFORCED CONCRETE CROSS-SECTIONS
AXIALLY LOADED FRP CONFINED REINFORCED CONCRETE CROSS-SECTIONS Bernát Csuka Budapest University o Technology and Economics Department o Mechanics Materials and Structures Supervisor: László P. Kollár 1.
More informationNUMERICAL ASSESSMENT OF REINFORCED CONCRETE MEMBERS RETROFITTED WITH FIBER REINFORCED POLYMER FOR RESISTING BLAST LOADING
NUMERICAL ASSESSMENT OF REINFORCED CONCRETE MEMBERS RETROFITTED WITH FIBER REINFORCED POLYMER FOR RESISTING BLAST LOADING By GRAHAM LONG A THESIS PRESENTED TO THE GRADUATE SCHOOL OF THE UNIVERSITY OF FLORIDA
More informationTHREE DIMENSIONAL MECHANICAL MODEL TO SIMULATE THE NSM FRP STRIPS SHEAR STRENGTH CONTRIBUTION TO A RC BEAM: PARAMETRIC STUDIES
THREE DIMENSIONA MECHANICA MODE TO SIMUATE THE NSM FRP STRIPS SHEAR STRENGTH CONTRIBUTION TO A RC BEAM: PARAMETRIC STUDIES Vincenzo Bianco 1, J.A.O. Barros 2 and Giorgio Monti 3 Abstract: This paper presents
More informationULTIMATE SHEAR OF BEAMS STRENGTHENED WITH CFRP SHEETS
ULTIMATE SHEAR OF BEAMS STRENGTHENED WITH CFRP SHEETS U. Ianniruberto and M. Imbimbo Department of Civil Engineering, University of Rome Tor Vergata Via di Tor Vergata 0, 0033, Rome, Italy SUMMARY: The
More informationStrengthening of columns with FRP
with FRP Professor Dr. Björn Täljsten Luleå University of Technology Sto Scandinavia AB 9/12/2013 Agenda Case study Restrained transverse expansion (confinement) Circular and rectangular cross sections
More informationBehavior of RC Columns Confined with CFRP Sheets and Subjected to Eccentric Loading
Lie Science Journal 2018;15(6) http:www.liesciencesite.com Behavior o RC Columns Conined with CFRP Sheets and Subjected to Eentric Loading Omar A. Farghal 1 and Mamdouh A. Kenawi 2 1 Civil Engineering
More informationFinite Element Analysis of FRP Debonding Failure at the Tip of Flexural/Shear Crack in Concrete Beam
Marquette University e-publications@marquette Civil and Environmental Engineering Faculty Research and Publications Civil and Environmental Engineering, Department of 12-1-2013 Finite Element Analysis
More informationSHEAR STRENGTHENING OF REINFORCED CONCRETE BEAMS WITH NEAR SURFACE MOUNTED FRP REINFORCEMENT
SHEAR STRENGTHENING OF REINFORCED CONCRETE BEAMS WITH NEAR SURFACE MOUNTED FRP REINFORCEMENT By Ammar Adil Shamil Al-Ali Volume 8, 2014 ISSN (Print & Online): 2307-4531 IJSBAR PUBLICATION www.gssrr.org
More informationModeling of Interfacial Debonding Induced by IC Crack for Concrete Beam-bonded with CFRP
Proceedings of the World Congress on Engineering 21 Vol II WCE 21, June 2 - July 1, 21, London, U.K. Modeling of Interfacial Debonding Induced by IC Crack for Concrete Beam-bonded with CFRP Lihua Huang,
More informationFRACTURE MECHANICS APPROACHES STRENGTHENING USING FRP MATERIALS
Fracture Mechanics of Concrete Structures Proceedings FRAMCOS-3 AEDIFICATIO Publishers, D-79104 Freiburg, Germany FRACTURE MECHANICS APPROACHES STRENGTHENING USING FRP MATERIALS Triantafillou Department
More informationDESIGN FORMULA TO EVALUATE THE NSM FRP STRIPS SHEAR STRENGTH CONTRIBUTION TO A RC BEAM
DESGN FORMULA TO EALUATE THE NSM FRP STRPS SHEAR STRENGTH CONTRBUTON TO A RC BEAM incenzo Bianco 1, Giorgio Monti 2 and J.A.O. Barros 3 Abstract: This paper presents the closing step o a synthesis process
More informationFailure Diagrams of FRP Strengthened RC Beams
Failure Diagrams o FRP Strengthened RC Beams Abstract Bo GAO a, Christopher K. Y. LEUNG b and Jang-Kyo KIM a* a Department o Mechanical Engineering and b Department o Civil Engineering Hong Kong University
More informationFinite element modeling incorporating nonlinearity of material behavior based on the fib Model Code 2010
Peer-reviewed & Open access journal www.academicpublishingplatorms.com Finite element modeling incorporating non-linearity o material behavior ATI - Applied Technologies & Innovations Volume 5 Issue November
More informationShear Strength of Slender Reinforced Concrete Beams without Web Reinforcement
RESEARCH ARTICLE OPEN ACCESS Shear Strength of Slender Reinforced Concrete Beams without Web Reinforcement Prof. R.S. Chavan*, Dr. P.M. Pawar ** (Department of Civil Engineering, Solapur University, Solapur)
More information10/14/2011. Types of Shear Failure. CASE 1: a v /d 6. a v. CASE 2: 2 a v /d 6. CASE 3: a v /d 2
V V Types o Shear Failure a v CASE 1: a v /d 6 d V a v CASE 2: 2 a v /d 6 d V a v CASE 3: a v /d 2 d V 1 Shear Resistance Concrete compression d V cz = Shear orce in the compression zone (20 40%) V a =
More informationCalculation Example. Strengthening for flexure
01-08-1 Strengthening or lexure 1 Lat 1 L Sektion 1-1 (Skala :1) be h hw A bw FRP The beam i a part o a lab in a parking garage and need to be trengthened or additional load. Simply upported with L=8.0
More informationUltimate Shear Resistance of Plate Girders Part 2- Höglund Theory Ahmed S. Elamary
World Academy o Science, Engineering and Technology International Journal o Ciil and Enironmental Engineering Vol:7, No:, 03 Ultimate Shear Resistance o Plate Girders Part - Höglund Theory Ahmed S. Elamary
More informationChapter 6 Reliability-based design and code developments
Chapter 6 Reliability-based design and code developments 6. General Reliability technology has become a powerul tool or the design engineer and is widely employed in practice. Structural reliability analysis
More informationMICROMECHANICAL FAILURE ANALYSIS OF UNIDIRECTIONAL FIBER-REINFORCED COMPOSITES UNDER IN-PLANE AND TRANSVERSE SHEAR
THE 19 TH INTERNATIONAL CONFERENCE ON COMPOSITE MATERIALS MICROMECHANICAL FAILURE ANALYSIS OF UNIDIRECTIONAL FIBER-REINFORCED COMPOSITES UNDER IN-PLANE AND TRANSVERSE SHEAR Lei Yang*, Ying Yan, Zhiguo
More information3.5 Analysis of Members under Flexure (Part IV)
3.5 Analysis o Members under Flexure (Part IV) This section covers the ollowing topics. Analysis o a Flanged Section 3.5.1 Analysis o a Flanged Section Introduction A beam can have langes or lexural eiciency.
More informationDEBONDING FAILURES OF RC BEAMS STRENGTHENED WITH EXTERNALLY BONDED FRP REINFORCEMENT: BEHAVIOUR AND MODELLING
Asia-Pacific Conference on FRP in Structures (APFIS 2007) S.T. Smit (ed) 2007 International Institute for FRP in Construction DEBONDING FAILURES OF RC BEAMS STRENGTHENED WITH EXTERNALLY BONDED FRP REINFORCEMENT:
More informationCold-Formed Steel Channel Sections with Web Stiffeners Subjected to Local and Distortional Buckling Part II: Parametric Study and Design Rule
issouri Universit o Science and Technolog Scholars' ine International Specialt Conerence on Cold- Formed Steel Structures (04) - nd International Specialt Conerence on Cold-Formed Steel Structures Nov
More informationSHEAR CAPACITY OF REINFORCED CONCRETE COLUMNS RETROFITTED WITH VERY FLEXIBLE FIBER REINFORCED POLYMER WITH VERY LOW YOUNG S MODULUS
SHEAR CAPACITY OF REINFORCED CONCRETE COLUMNS RETROFITTED WITH VERY FLEXILE FIER REINFORCED POLYMER WITH VERY LOW YOUNG S MODULUS Hu Shaoqing Supervisor: Susumu KONO ** MEE8165 ASTRACT FRP with low Young
More informationASSESSMENT OF NONLINEAR BOND LAWS FOR NEAR- SURFACE-MOUNTED SYSTEMS IN CONCRETE ELEMENTS
ASSESSMENT OF NONLINEAR BOND LAWS FOR NEAR- SURFACE-MOUNTED SYSTEMS IN CONCRETE ELEMENTS Francesca CERONI* Assistant Professor Engineering Department, University of Sannio Piazza Roma, 21, 82100 - Benevento,
More informationStrain-Based Design Model for FRP-Confined Concrete Columns
SP-230 57 Strain-Based Design Model for FRP-Confined Concrete Columns by N. Saenz and C.P. Pantelides Synopsis: A constitutive strain-based confinement model is developed herein for circular concrete columns
More informationChapter 8. Shear and Diagonal Tension
Chapter 8. and Diagonal Tension 8.1. READING ASSIGNMENT Text Chapter 4; Sections 4.1-4.5 Code Chapter 11; Sections 11.1.1, 11.3, 11.5.1, 11.5.3, 11.5.4, 11.5.5.1, and 11.5.6 8.2. INTRODUCTION OF SHEAR
More informationTitle. Author(s)Dai, Jianguo; Ueda, Tamon; Sato, Yasuhiko. CitationJournal of Composites for Construction, 9(1): Issue Date Doc URL.
Title Development o the Nonlinear Bond Stress-Slip Model Simple Method Author(s)Dai, Jianguo; Ueda, Tamon; Sato, Yasuhiko CitationJournal o Composites or Construction, 9(1): 52-62 Issue Date 2005 Doc URL
More informationA PARAMETRIC STUDY ON THE EFFECTIVENESS OF THE NSM TECHNIQUE FOR THE FLEXURAL STRENGTHENING OF CONTINUOUS RC SLABS
A PARAMETRIC TUDY ON TE EFFECTIVENE OF TE NM TECNIQUE FOR TE FLEXURAL TRENGTENING OF CONTINUOU RC LAB Matteo Breveglieri 1, Joaquim A. O. Barros 2*, Gláucia M. Dalfré 3, Alessandra Aprile 4 1 PhD tudent,
More informationCE5510 Advanced Structural Concrete Design - Design & Detailing of Openings in RC Flexural Members-
CE5510 Advanced Structural Concrete Design - Design & Detailing Openings in RC Flexural Members- Assoc Pr Tan Kiang Hwee Department Civil Engineering National In this lecture DEPARTMENT OF CIVIL ENGINEERING
More informationStatistical Analysis of Existing Models for Flexural Strengthening of Concrete Bridge Beams using FRP Sheets
Statistical Analysis of Existing Models for Flexural Strengthening of Concrete Bridge Beams using FRP Sheets Alfredo M. Ceci a Joan R. Casas b Michel Ghosn c (a) Dipartimento di Ingegneria delle Strutture,
More informationS. Srinivasan, Technip Offshore, Inc., Houston, TX
9 th ASCE Specialty Conerence on Probabilistic Mechanics and Structural Reliability PROBABILISTIC FAILURE PREDICTION OF FILAMENT-WOUND GLASS-FIBER Abstract REINFORCED COMPOSITE TUBES UNDER BIAXIAL LOADING
More informationInitial Stiffness of Reinforced Concrete Columns and Walls
Initial tiness o Reinorced Concrete Columns and Walls Bing Li cool o Civil and Environmental Engineering, Nanang Tecnological Universit, ingapore 639798 UMMARY: Te estimation o te initial stiness o columns
More informationCFRP-CONFINED REINFORCED CONCRETE ELEMENTS SUBJECTED TO CYCLIC COMPRESSIVE LOADING
CFRP-CONFINED REINFORCED CONCRETE ELEMENTS SUBJECTED TO CYCLIC COMPRESSIVE LOADING By J. A. O. Barros 1, D. R. S. M. Ferreira 2, and R. K. Varma 3 ABSTRACT The effectiveness of discrete and continuous
More informationtwenty one concrete construction: materials & beams ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2014
ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2014 lecture twenty one concrete construction: http:// nisee.berkeley.edu/godden materials & beams Concrete Beams
More informationWELDED ALUMINUM ALLOY PLATE GIRDERS SUBJECTED TO SHEAR FORCE
Advanced Steel Construction Vol. 8, No. 1, pp. 71-94 (2012) 71 WELDED ALUMINUM ALLOY PLATE GIRDERS SUBJECTED TO SHEAR FORCE Feng Zhou 1a, 1b, Ben Young 2,* and Hin-Chung Lam 3 1a Department o Building
More informationSeismic Design, Assessment & Retrofitting of Concrete Buildings. fctm. h w, 24d bw, 175mm 8d bl, 4. w 4 (4) 2 cl
Seismic Design, Assessment & Retroitting o Concrete Buildings Table 5.1: EC8 rules or detailing and dimensioning o primary beams (secondary beams: as in DCL) DC H DCM DCL critical region length 1.5h w
More informationAvailable online at ScienceDirect. Transportation Research Procedia 14 (2016 )
Available online at www.sciencedirect.com ScienceDirect Transportation Research Procedia 14 (016 ) 411 40 6th Transport Research Arena April 18-1, 016 Resistance o reinorced concrete columns subjected
More informationFinite element modeling incorporating nonlinearity of material behavior based on the fib Model Code 2010
Peer-reviewed & Open access journal www.academicpublishingplatorms.com The primary version o the journal is the on-line version Finite element modeling incorporating non-linearity o material behavior based
More informationSHEAR STRENGTHENING OF RC BEAMS WITH NSM CFRP LAMINATES: EXPERIMENTAL RESEARCH AND ANALYTICAL FORMULATION. S. J. E. Dias 1 and J. A. O.
SHEAR STRENGTHENING OF RC BEAMS WITH NSM CFRP LAMINATES: EXPERIMENTAL RESEARCH AND ANALYTICAL FORMULATION S. J. E. Dia 1 and J. A. O. Barro 2 1 Aitant Pro., ISISE, Dep. o Civil Eng., Univ. o Minho, Azurém,
More informationPlastic mechanism analysis of CHS stub columns strengthened using CFRP
Plastic mechanism analis o CHS stub columns strengthened using CFRP M. Elchalakani School o rchitectural, Civil and Mechanical Engineering, Victoria University, Melbourne, ustralia M.R. Bambach Department
More informationStudy on the Dynamic Characteristics of an Actual Large Size Wall Foundation by Experiments and Analyses
Proceedings Third UJNR Workshop on Soil-Structure Interaction, March 9-3, 4, Menlo Park, Caliornia, USA. Study on the Dynamic Characteristics o an Actual Large Size Wall Foundation by s and Analyses Masanobu
More informationA PROPOSAL OF DESIGN PROCEDURE FOR FLEXURAL STRENGTHENING RC BEAMS WITH FRP SHEET
N. Kishi, E-89, 1/8 A PROPOSAL OF DESIGN PROCEDURE FOR FLEXURAL STRENGTHENING RC BEAMS WITH FRP SHEET Yusuke Kurihashi Norimitsu Kishi Hiroshi Mikami Sumiyuki Sawada Civil Engrg. Research Muroran Inst.
More informationDelhi Noida Bhopal Hyderabad Jaipur Lucknow Indore Pune Bhubaneswar Kolkata Patna Web: Ph:
Serial : IG1_CE_G_Concrete Structures_100818 Delhi Noida Bhopal Hyderabad Jaipur Lucknow Indore Pune Bhubaneswar Kolkata Patna Web: E-mail: info@madeeasy.in Ph: 011-451461 CLASS TEST 018-19 CIVIL ENGINEERING
More informationWP6 - Thought for Eurocodes Upgrade
February 20-21, 2014, Cracow (Poland) WP6 - Thought for Eurocodes Upgrade Emidio Nigro, Antonio Bilotta, Giuseppe Cefarelli New Eurocode on structures that incorporate FRP: Flexural resistance of FRP reinforced
More informationDesign criteria for Fiber Reinforced Rubber Bearings
Design criteria or Fiber Reinorced Rubber Bearings J. M. Kelly Earthquake Engineering Research Center University o Caliornia, Berkeley A. Calabrese & G. Serino Department o Structural Engineering University
More informationBayesian Technique for Reducing Uncertainty in Fatigue Failure Model
9IDM- Bayesian Technique or Reducing Uncertainty in Fatigue Failure Model Sriram Pattabhiraman and Nam H. Kim University o Florida, Gainesville, FL, 36 Copyright 8 SAE International ABSTRACT In this paper,
More information2015 American Journal of Engineering Research (AJER)
American Journal o Engineering Research (AJER) 2015 American Journal o Engineering Research (AJER) e-issn: 2320-0847 p-issn : 2320-0936 Volume-4, Issue-7, pp-33-40.ajer.org Research Paper Open Access The
More informationReliability-Based Load and Resistance Factor Design (LRFD) Guidelines for Stiffened Panels and Grillages of Ship Structures
Reliability-Based Load and Resistance actor Design (LRD) Guidelines or Stiened Panels and Grillages o Ship Structures Ibrahim A. Assakka 1, Bilal M. Ayyub 2, Paul E. Hess, III, 3 and Khaled Atua 4 ABSTRACT
More informationMC2010 Shear Provisions and Recent Developments in Shear Research
MC2010 Shear Provisions and Recent Developments in Shear Research Boyan Mihaylov University of Liège Presentation outline Main past contributions of fib Working party 2.2.1: Shear in beams MC2010 shear
More informationDesign of reinforced concrete sections according to EN and EN
Design of reinforced concrete sections according to EN 1992-1-1 and EN 1992-2 Validation Examples Brno, 21.10.2010 IDEA RS s.r.o. South Moravian Innovation Centre, U Vodarny 2a, 616 00 BRNO tel.: +420-511
More informationDesign of AAC wall panel according to EN 12602
Design of wall panel according to EN 160 Example 3: Wall panel with wind load 1.1 Issue Design of a wall panel at an industrial building Materials with a compressive strength 3,5, density class 500, welded
More informationLecture-04 Design of RC Members for Shear and Torsion
Lecture-04 Design of RC Members for Shear and Torsion By: Prof. Dr. Qaisar Ali Civil Engineering Department UET Peshawar drqaisarali@uetpeshawar.edu.pk www.drqaisarali.com 1 Topics Addressed Design of
More informationCharacterization of Internal State Variable for fiber fracture in UD Composite
Characterization o Internal State ariable or iber racture in UD Composite Modris Megnis,, Povl Brondsted 3, Sai A. Rehman 4, Tanveer Ahmad 5 Summary The continuum damage mechanics is used to describe the
More informationUNIVERSITÀ DEGLI STUDI DI PADOVA DIPARTIMENTO DI INGEGNERIA CIVILE, EDILE ED AMBIENTALE CORSO DI LAUREA MAGISTRALE IN INGEGNERIA CIVILE
UNIVERSITÀ DEGLI STUDI DI PADOVA DIPARTIMENTO DI INGEGNERIA CIVILE, EDILE ED AMBIENTALE CORSO DI LAUREA MAGISTRALE IN INGEGNERIA CIVILE Tesi di laurea Magistrale in Ingegneria Civile Curriculum Strutture
More informationNumerical Simulation of the Behavior of Cracked Reinforced Concrete Members
Materials Sciences and Applications, 2014, 5, 883-894 Published Online October 2014 in SciRes. http://www.scirp.org/journal/msa http://dx.doi.org/10.4236/msa.2014.512090 Numerical Simulation o the Behavior
More informationThe Application of Reliability Methods in the Design of Tophat Stiffened
The Application o Reliability Methods in the Design o Tophat Stiened Composite Panels under In-plane Loading Yang N. (1)() & Das P. K., () (1) Harbin Engineering University, China ()University o Strathclyde,
More informationExplanatory Examples for Ductile Detailing of RC Buildings
Document No. :: IITK-GSD-EQ-V3.0 Final Report :: - Earthquake Codes IITK-GSD Project on Building Codes Explanatory Examples or Ductile Detailing o RC Buildings by Dr. R. K. Ingle Department o pplied echanics
More informationBehavior and Modeling of Existing Reinforced Concrete Columns
Behavior and Modeling of Existing Reinforced Concrete Columns Kenneth J. Elwood University of British Columbia with contributions from Jose Pincheira, Univ of Wisconsin John Wallace, UCLA Questions? What
More informationOBSERVER/KALMAN AND SUBSPACE IDENTIFICATION OF THE UBC BENCHMARK STRUCTURAL MODEL
OBSERVER/KALMAN AND SUBSPACE IDENTIFICATION OF THE UBC BENCHMARK STRUCTURAL MODEL Dionisio Bernal, Burcu Gunes Associate Proessor, Graduate Student Department o Civil and Environmental Engineering, 7 Snell
More informationAXIALLY LOADED FRP CONFINED REINFORCED CONCRETE CROSS-SECTIONS
AXIALLY LOADED FRP CONFINED REINFORCED CONCRETE CROSS-SECTIONS PhD Thesis by Bernát Csuka Budapest University o Technology and Economics Department o Mechanics Materials and Structures Supervisor: László
More informationEinführung des EC2 in Belgien The introduction of EC2 in Belgium
Luc Taerwe 1 Einführung des EC2 in Belgien The introduction of EC2 in Belgium Luc Taerwe Univ.-Prof. Dr.-Ing. habil. Luc Taerwe - graduated as civil engineer at Ghent University (1975) where he also obtained
More informationEVALUATION OF DEBONDING ENERGY RELEASE RATE OF EXTERNALLY BONDED FRP SHEETS FOR REHABILITATION OF INFRASTRUCTURES
EVALUATION OF DEBONDING ENERGY RELEASE RATE OF EXTERNALLY BONDED FRP SHEETS FOR REHABILITATION OF INFRASTRUCTURES Koji YAMAGUCHI 1, Isao KIMPARA 1, and Kazuro KAGEYAMA 1 1 Department of Environmental &
More informationManufacturing Remaining Stresses in Truck Frame Rail's Fatigue Life Prediction
Manuacturing Remaining Stresses in Truck Frame Rail's Fatigue Lie Prediction Claudiomar C. Cunha & Carlos A. N. Dias MSX International & Department o Naval Engineering EPUSP/USP/Brazil Department o Mechanical
More informationGuidelines for Nonlinear Finite Element Analysis of Concrete Structures
P rd /P exp [%] Rijkswaterstaat Technical Document (RTD) Guidelines or Nonlinear Finite Element Analysis o Concrete Structures Doc.nr.: RTD 1016-1:2017 Version: 2.1 Status: Final Date: 15 June 2017 100
More informationAnalysis of Foundation Damping from Theoretical Models and Forced Vibration Testing
6 th International Conerence on Earthquae Geotechnical Engineering 1-4 November 2015 Christchurch, New Zealand Analysis o Foundation Damping rom Theoretical Models and Forced Vibration Testing M. J. Givens
More informationNUMERICAL SIMULATION OF THE FATIGUE BEHAVIOUR OF FRP STRIPS GLUED TO A BRITTLE SUBSTRATE
9th International Conference on racture Mechanics of Concrete and Concrete Structures ramcos-9 V. Saouma, J. Bolander and E. Landis (Eds) DOI 10.101/C9.15 NUMERICAL SIMULATION O THE ATIGUE BEHAVIOUR O
More informationLecture-08 Gravity Load Analysis of RC Structures
Lecture-08 Gravity Load Analysis of RC Structures By: Prof Dr. Qaisar Ali Civil Engineering Department UET Peshawar www.drqaisarali.com 1 Contents Analysis Approaches Point of Inflection Method Equivalent
More informationLOCAL BOND STRESS SLIP RELATIONS FOR FRP SHEETS-CONCRETE INTERFACES
See discussions, stats, and author profiles for this publication at: https://www.researchgate.net/publication/69493 LOCAL BOND STRESS SLIP RELATIONS FOR FRP SHEETS-CONCRETE INTERFACES Conference Paper
More informationRESOLUTION MSC.362(92) (Adopted on 14 June 2013) REVISED RECOMMENDATION ON A STANDARD METHOD FOR EVALUATING CROSS-FLOODING ARRANGEMENTS
(Adopted on 4 June 203) (Adopted on 4 June 203) ANNEX 8 (Adopted on 4 June 203) MSC 92/26/Add. Annex 8, page THE MARITIME SAFETY COMMITTEE, RECALLING Article 28(b) o the Convention on the International
More informationSHOTCRETE OR FRP JACKETING OF CONCRETE COLUMNS FOR SEISMIC RETROFITTING
SfP PROJECT 9773: SEISMIC ASSESSMENT AND REHABILITATION OF EXISTING BUILDINGS INTERNATIONAL CLOSING WORKSHOP ISTANBUL, 3 MAY-JUNE, 5 SHOTCRETE OR FRP JACKETING OF CONCRETE COLUMNS FOR SEISMIC RETROFITTING
More informationModule 2 Selection of Materials and Shapes. IIT, Bombay
Module Selection o Materials and Shapes Lecture Selection o Materials - I Instructional objectives By the end o this lecture, the student will learn (a) what is a material index and how does it help in
More informationON AN ESTIMATION OF THE DAMPING PROPERTIES OF WOVEN FABRIC COMPOSITES
ON AN ESTIMATION OF THE DAMPING PROPERTIES OF WOVEN FABRIC COMPOSITES Masaru Zao 1, Tetsusei Kurashii 1, Yasumasa Naanishi 2 and Kin ya Matsumoto 2 1 Department o Management o Industry and Technology,
More informationNon-uniqueness of FRP bond stress-slip relationships in the presence of steel. Mehdi Taher Khorramabadi and Chris J. Burgoyne
Non-uniqueness of FRP bond stress-slip relationships in the presence of steel Mehdi Taher Khorramabadi and Chris J. Burgoyne 1 1 Biography: Mehdi Taher Khorramabadi works for Read Jones Christopherson
More informationFLEXURAL STRENGTHENING OF REINFORCED CONCRETE STRUCTURES BY PLATE BONDING
CHAPTER 2 FLEXURAL STRENGTHENING OF REINFORCED CONCRETE STRUCTURES BY PLATE BONDING 2.1. Introduction Although composite materials have been successfully used in practice for strengthening (Gómez Pulido
More informationFatigue verification of high loaded bolts of a rocket combustion chamber.
Fatigue veriication o high loaded bolts o a rocket combustion chamber. Marcus Lehmann 1 & Dieter Hummel 1 1 Airbus Deence and Space, Munich Zusammenassung Rocket engines withstand intense thermal and structural
More informationChapter 4. Test results and discussion. 4.1 Introduction to Experimental Results
Chapter 4 Test results and discussion This chapter presents a discussion of the results obtained from eighteen beam specimens tested at the Structural Technology Laboratory of the Technical University
More informationAppendix J. Example of Proposed Changes
Appendix J Example of Proposed Changes J.1 Introduction The proposed changes are illustrated with reference to a 200-ft, single span, Washington DOT WF bridge girder with debonded strands and no skew.
More informationNumerical evaluation of plastic rotation capacity in RC beams
Numerical evaluation o plastic rotation capacity in RC beams A.L. Gamino & T.N. Bittencourt Structural and Geotechnical Engineering epartment, Polytechnical School o São Paulo University, São Paulo, Brazil
More informationfive mechanics of materials Mechanics of Materials Mechanics of Materials Knowledge Required MECHANICS MATERIALS
RCHITECTUR STRUCTURES: FORM, BEHVIOR, ND DESIGN DR. NNE NICHOS SUMMER 2014 Mechanics o Materials MECHNICS MTERIS lecture ive mechanics o materials www.carttalk.com Mechanics o Materials 1 rchitectural
More informationNew model for Shear Failure of R/C Beam-Column Joints. Hitoshi Shiohara
New model for Shear Failure of R/ Beam-olumn Joints Hitoshi Shiohara Dept. of Architectural Engineering, The University of Tokyo, Tokyo 3-8656, Japan; PH +8(3)584-659; FAX+8(3)584-656; email:shiohara@arch.t.u-tokyo.ac.jp
More informationDetailing. Lecture 9 16 th November Reinforced Concrete Detailing to Eurocode 2
Detailing Lecture 9 16 th November 2017 Reinforced Concrete Detailing to Eurocode 2 EC2 Section 8 - Detailing of Reinforcement - General Rules Bar spacing, Minimum bend diameter Anchorage of reinforcement
More informationOptimization of Flexural capacity of Reinforced fibrous Concrete Beams Using Genetic Algorithm
Optimization o Flexural capacity o Reinorced ibrous Concrete Beams Using Genetic Algorithm SUJI.D,NATESAN S.C, MURUGESAN.R Biography: Suji.D is a Research Scholar at Sathyabama Institute O Science and
More informationEFFECT OF SHEAR REINFORCEMENT ON FAILURE MODE OF RC BRIDGE PIERS SUBJECTED TO STRONG EARTHQUAKE MOTIONS
EFFECT OF SHEAR REINFORCEMENT ON FAILURE MODE OF RC BRIDGE PIERS SUBJECTED TO STRONG EARTHQUAKE MOTIONS Atsuhiko MACHIDA And Khairy H ABDELKAREEM SUMMARY Nonlinear D FEM was utilized to carry out inelastic
More informationStandardisation of UHPC in Germany
Standardisation of UHPC in Germany Part II: Development of Design Rules, University of Siegen Prof. Dr.-Ing. Ekkehard Fehling, University of Kassel 1 Overvie Introduction: Work of the Task Group Design
More informationPrediction of Ultimate Shear Capacity of Reinforced Normal and High Strength Concrete Beams Without Stirrups Using Fuzzy Logic
American Journal of Civil Engineering and Architecture, 2013, Vol. 1, No. 4, 75-81 Available online at http://pubs.sciepub.com/ajcea/1/4/2 Science and Education Publishing DOI:10.12691/ajcea-1-4-2 Prediction
More informationFlow and Heat Transfer Analysis of Copper-water Nanofluid with Temperature Dependent Viscosity Past a Riga Plate
Journal o Magnetics (), 181-187 (017) ISSN (Print) 16-1750 ISSN (Online) 33-6656 https://doi.org/10.483/jmag.017...181 Flo and Heat Transer Analysis o Copper-ater Nanoluid ith Temperature Dependent Viscosity
More informationPrediction of premature failure load in FRP or steel plated RC beams
Loughborough University Institutional Repository Prediction of premature failure load in FRP or steel plated RC beams This item was submitted to Loughborough University's Institutional Repository by the/an
More informationParametric analysis and torsion design charts for axially restrained RC beams
Structural Engineering and Mechanics, Vol. 55, No. 1 (2015) 1-27 DOI: http://dx.doi.org/10.12989/sem.2015.55.1.001 1 Parametric analysis and torsion design charts for axially restrained RC beams Luís F.A.
More informationEindhoven University of Technology
Eindhoven University of Technology MASTER Strengthening of reinforced concrete structures with externally bonded carbon fibre reinforcement experimental research on strengthening of structures in multispan
More information