Calibration of Bond Coefficient for Deflection Control of FRP RC Members

Size: px
Start display at page:

Download "Calibration of Bond Coefficient for Deflection Control of FRP RC Members"

Transcription

1 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. Manredi Department o Structural Engineering (DIST), University o Naples "Federico II", via Claudio, 805 Naples, Italy ABSTRACT: In 006 the Italian Research Council (CNR) published a Guide or the Design and Construction o Concrete Structures Reinorced with FRP Bars (CNR-DT 03/006); the approach ollowed is that o the limit states semi-probabilistic method; the model adopted or the design moment resistance o FRP RC sections is based on the design rules o Eurocode : it shall satisy both strength and serviceability requirements. The present work developed in this context assesses the ormulation suggested by the CNR-DT 03 or computing delections o FRP RC members depending on FRP bars-to-concrete bond, by taking into account the bond coeicient m. A calibration analysis was conducted in order to determine an optimum value or m, based on a large experimental database available in literature, made o FRP RC elements subjected to our-points bending tests. INTRODUCTION According to CNR-DT 03/006 and in compliance with the Eurocode (004), the computation o delections o FRP reinorced concrete (RC) members can be perormed by integration o the curvature diagram. Such diagram can be computed with non-linear analyses by taking into account both cracking and tension stiening o concrete. Alternatively, simpliied analyses are possible, similar to those used or traditional RC members. Experimental tests have shown that the model proposed by Eurocode when using traditional RC members can be deemed suitable or FRP RC elements too. Thereore, the ollowing equation to compute the delection can be considered: m M M = β β + β β cr cr M max M max where is the delection o the uncracked section; is the delection o the transormed cracked section; β = 0. 5 is a non-dimensional coeicient accounting or bond properties o FRP bars; β is a non-dimensional coeicient accounting or the duration o loading (.0 or short time loads, 0.5 or long time or cyclic loads); M max is the maximum moment acting on the examined element; M cr is the cracking moment calculated at the same cross section o M max ; m is a bond coeicient that CNR-DT 03 prescribes to be set equal to, unless speciic bond characterization o FRP bars or the investigation o delection is carried out by the manuacturer, by ollowing the procedure to determine a dierent value o m reported in Appendix E ; such procedure can be summarized as ollows: on the basis o a population o at least ive elements o concrete reinorced with FRP bars, that shall be subjected to our-points bending test, delections are measured or ixed load values, ensuring that or a single test there is a number o at least ive acquisitions over time interval between 0% and 60% o the ultimate load, P ult. The same load values are used to calculate the theoretical delections starting rom equation (). The exponent m is determined on the basis o the comparison between analytical and experimental results, using an appropriate statistical analysis, ater assigning the unitary value to β m () - -

2 and β. A similar approach was used herein to assess the accuracy o value m= on the basis o an extensive set o data available in literature. BOND The modulus o elasticity o glass and aramid FRP bars is about one-ith that o steel. Even though carbon FRP bars have a higher modulus o elasticity than glass FRP bars, their stiness is about two-thirds that o steel reinorcing bars. Lower stiness causes larger delections and crack widths or FRP reinorced members which can aect serviceability (Toutanji and Saai, 000). Since an important role is played by bond between FRP bar and concrete, the bond behavior o FRP reinorced specimens is o interest in this investigation. Bond between reinorcement and concrete is aected by many actors. The major actors inluencing the bond behavior o FRP reinorced concrete are as ollows (Pay, 005): Concrete cover and bar spacing; an increase o concrete cover and bar spacing enhances the bond capacity, although this aspect is less prominent or larger diameter bars. Concrete compressive strength. The eect o concrete strength is not ully understood or FRP reinorced specimens, since there is only limited data available or FRP bar reinorced specimens. Nanni et al. (995) investigated the eect o concrete strength on bond behavior using pullout specimens and ound that concrete strength does not have any inluence on pullout ailures. However Malvar (994) ound that, or splitting ailures, an increase in concrete strength results in an increase in bond strength. Development length; an increase in the development length o a reinorcing bar will increase the total bond orce transerred between the concrete and the reinorcement; as or steel, when the bonded length increases, the eectiveness o the bonded length decreases, thus the relative gain with increase in development length reduces. Further study is needed to quantiy this eect. Transverse reinorcement; the presence o transverse reinorcement in the development region prevents the progression o splitting cracks; thereore, the bond orce required to cause ailure o the bar increases (Orangun et al., 977, Tepers, 98, Darwin et al., 996 a, b). As the bond strength increases with an increase in transverse reinorcement, eventually the ailure mode changes rom splitting to pullout. Additional transverse reinorcement above that required to cause a pullout ailure is unlikely to increase the anchorage capacity o the section (Orangun et al., 977). Bar size; the bar size has a direct inluence on the bond strength o FRP reinorced beams. As the bar size increases or a given development and splice length, the total bond orce developed by the bar increases. However, the rate o increase in the bond orce is lower than the increase in bar area. Consequently, bond stresses are lower or larger diameter bars. Surace deormation o the reinorcement; the orce transer between FRP bars and concrete is mainly due to chemical adhesion and riction between the concrete and the reinorcement; bearing o concrete on the surace deormation is minimal. Makitani et al. (993), Malvar (994), and Nanni et al. (995) studied the eect o surace deormation on the bond strength o FRP reinorced specimens through pullout tests, concluding that the surace deormation o the bar has an inluence on the bond strength. 3 CALIBRATION OF BOND COEFFICIENT m 3. Test specimens and variables The data set consisted o sixty-seven concrete beam and slab specimens reinorced with continuous FRP bars, tested through our points bending tests and available in literature (Benmokrane et al., 996, Alsayed, 998, Masmoudi et al., 998, Theriault & Benmokrane, 998, Alsayed et al., 000, Pecce et al, 000, Toutanji & Deng, 003, Yost et al., 003, El Salakawy & Benmokrane, 004, Al Sunna et al., 006, Laoubi et al., 006, Rai et al, 006). Fig. shows the cross section and the test setup layout. - -

3 Figure. Cross Section and Test Setup Layout The cross section width, b, ranged between 0 and 000 mm; the height, H, ranged between 80 and 550 mm; the length, L, varied between 500 and 3400 mm; the distance between the support and the applied load, a, ranged between 500 and 450 mm; the constant moment zone, s, varied between 00 and 000 mm. As or the concrete used or casting the specimens, the mean compressive strength, c, ranged between 30 and 97 MPa; the mean tensile strength or lexure, ct,l, ranged between.9 and 5. MPa; and the compressive modulus o elasticity, E c, ranged between 3 and 46 GPa; in particular or E c also the corresponding theoretical values were computed (ranging between 3 and 4 GPa), using the ollowing relationship (ACI 38, 996): E c,the = 463 () c The FRP reinorcement included glass (6 specimens) and carbon bars (5 specimens) with dierent sizes and surace deormations. The bars tensile strength, u, varied rom 507 to 39 MPa; the modulus o elasticity, E, varied rom 36 to 36 GPa; and the diameter o bars in tension, φ, ranged between 9 and mm. All the geometrical characteristics and materials details related to the specimens considered are reported elsewhere (Fico, 007). 3. Cracking Moment In order to calibrate the bond coeicient m in ormula (), three dierent cases were analyzed, namely:. M, & E c,exp ;. M cr,the, & E c,exp ; 3. M, & E c,the, where M and M cr,the are the experimental and the theoretical value o the cracking moment, respectively. The deinition o the cracking moment is important since it inluences the evaluation o delection or FRP reinorced members (Pecce et al., 00); since M cr,the depends on the concrete strength in tension, that is a very uncertain parameter and usually can not be directly measured, but computed depending on the strength in compression, the introduction o the experimental value o the cracking moment M cr allows to examine the model eiciency disregarding the inluence o the uncertainties due to M cr,the ( st case); nevertheless, evaluating M cr,the is signiicant or the model application ( nd case); similarly, the signiicance o E c,the instead o E c,exp in the model application was taken into account (3 rd case). All values o the ultimate load, P ult, the moment o inertia o both the un-cracked (I ) and cracked section (I ), and o M and M cr,the relating to all specimens considered are reported elsewhere (Fico, 007). 3.3 Calibration Analysis For each o the three cases reported in 3., the calibration o the exponent m was carried out by computing the standard (e ) and the mean error (e ): e = n the test i= test i n ; e = n the test = i test i where the and test are the theoretical and the experimental value o the delection, respectively; i is the generic test, and n is the number o considered points; e can be considered as a n (3) - 3 -

4 measure o the reliability o equation, whereas e is a measure o the sae level o the model (e >0: the model is sae). The errors have been calculated in a load range which could be signiicant o serviceability conditions, namely 0 to 65% o ultimate load, P ult ; with load steps o 5%, 0 dierent delection values in correspondence o as many load values were measured or each test. Following a summary o the calibration analysis perormed is reported: Compute the theoretical delection corresponding to a percentage value α o the applied load (0%<α<65%), α the ; α Measure the corresponding experimental delection, test, on the plots available in literature (67 out o 80 specimens available in literature could be selected); Compute e and e. By varying the bond coeicient m the minimum value o e (with e >0) was ound or each o the three cases analyzed, as ollows.. M & E c,exp Fico (007) reports the values o theoretical delections computed or each load step when setting M cr =M and E c =E c,exp, according to equation (), and the corresponding experimental values measured. The bond coeicient corresponding to the minimum value e =0. is m=7. As or e, since the value derived is nearly zero (e =-6), it can be concluded that the analytical model is suiciently reliable. A dierent evaluation was perormed deriving m or each load step o every single test, ater setting exp = the, so that = γ + ( γ ). Thereore γ was derived: γ = exp exp (5), rom which: m (6) exp = log M cr M max Hence the ollowing quantities were plotted as shown in Fig -a: m= var 7 M M M M M M, ;, ;, (M a =αm max ). M a M a M a M a M a M a It can be noticed that points corresponding to m=7 approximate points with m=var. better than points corresponding to m=; thus, m=7 is suggested in replacement o m= in equation ().. M cr,the & E c,exp The signiicance o model was evaluated in the second case computing theoretical delections or each load step ater setting M cr =M cr,the and E c =E c,exp, according to equation (), and comparing the results with the corresponding experimental values measured. The same procedure already explained or the irst case was ollowed, computing e and e or each specimen tested. The bond coeicient corresponding to the minimum value e =0.38 is m= With respect to case ) it can be observed that the average standard error e in case ) is higher, and that the average mean error, e, is considerably lower than zero (i.e. e =-5), conirming that considering the analytical value o M cr instead o the corresponding experimental value decreases the model reliability. Similarly to case, the plot shown in Fig. -b was derived. None o the two lines (m= and m=0.79) approximates the points with m=var. properly, conirming that the m= line is not enough reliable and that considering M cr,the instead o M implies an accuracy reduction o the model proposed. 3. M & E c,the The signiicance o considering E c,the instead o E c,exp in the model application was taken into account in case 3). The theoretical delections were computed or each load step ater setting M cr =M and E c =E c,the, according to equation (), and comparing the results with the corresponding experimental delections already measured. The same procedure already explained or the irst two cases was ollowed, computing e and e or each specimen tested. The bond coeicient corresponding to the minimum value e =8 is m=0.70. Case 3) can be considered intermediate between cases ) and ), its average standard error e being higher than e o case ), but lower than e o case 3), yet quite reliable as it resulted or case ) (e =-59)

5 As or case ) and ), the plot o Fig. -c was derived, that conirms the results already discussed: the line corresponding to m=0.79 approximates points with m=var. better than line with m=, conirming that the m= line is not enough reliable... (M/Ma).0 0. [m=] [m=var] [m=0,87] (Mcr,the/Ma).0 0. m= m=0,79 m=var (M /M a ) m (M cr,the /M a ) m. (a) Case : M ;E c,exp. (b) Case : M cr,the ;E c,exp [m=0.79].0.0 (M/Ma) [m=0.7] [m=] 0. [m=var] (M /M a ) m (c) Case 3: M ;E c,the Figure. (M cr /M a ) m vs (M cr /M a ) (Mcr/M a) [m=] [m=7] 0. [m=0.7] (M cr /M a ) m (d) Summary o results 4 CONCLUSIONS Fig. -d shows the three lines obtained or the three values o m derived, compared to line relating to m=. It can be observed that the three lines corresponding to the three cases considered are very close and have concave trend, being m<, converse to the trend o m= line. From the comparison o the our lines with respect to the points obtained setting m=var., it can be concluded that the bond coeicient m= in equation () should be replaced by a value lower than unity. As or the three cases analyzed, Table shows a summary o the results obtained: Table. Summary o results Case: e e m ) M ; E c,exp 0, -0,06 0,87 ) M cr,the ; E c,exp 0,38-0,05 0,79 3) M ; E c,the 0,48-0,059 0,7 The irst value m =7 corresponds to the minimum value o the average standard error e with a suicient level o saety (e 0): this conirms that considering the experimental values o the cracking moment and o the modulus o elasticity o concrete instead o the theoretical values brings to more reliable predictions. Thereore the value m=7 to use as bond coeicient when computing delections o FRP RC elements in equation () o CNR-DT 03/006 is the one proposed. O the two other cases considered, case 3) where the theoretical value o E c replaced the experimental value, resulted to give better predictions than case ), where the theoretical value o M cr was used instead o the corresponding experimental value. The investigation o the available data collected allowed concluding that computing the cracking moment (rather than accounting or its experimental value) penalizes the reliability and the saety o delection calculations more than considering E c,the instead o E c,exp. Nevertheless, the values o m derived in case ) and in case 3) do not dier rom the value o case ) considerably, with a maximum - 5 -

6 variation o 7% o m 3 with respect to m. Hence, considering the theoretical aorementioned values rather than the corresponding experimental quantities does not penalize the reliability o results considerably. 5 REFERENCES American Concrete Institute (ACI), 996, Building code requirements or reinorced concrete and commentary, ACI 38-95, Detroit. Alsayed, S.H., 998, Flexural Behaviour o Concrete Beams Reinorced with FRP Bars, Cement and Concrete Composites, No. 0, pp. -; Alsayed, S.H., Al-Salloum, Y.A., and Almusallam, T.H., 000, Perormance o glass iber reinorced plastic bars as a reinorcing material or concrete structures, Department o Civil Engineering, King Saud University, P.O. Box 800, Riyadh 4, Saudi Arabia Composites: Part B 3, pp ; Al-Sunna, R., Pilakoutas, K., Waldron, P., Guadagnini, M, 006, Delection o GFRP Reinorced Concrete Beams, Fédération Internationale du Béton Proceedings o the International Congress, June 5-8, 006, Naples, Italy; Benmokrane, B., Tighiouart, B., and Chaallal, O., 996, Bond Strength and Load Distribution o Composite GFRP Reinorcing Bars in Concrete, ACI Materials Journal, V. 93, No. 3, pp ; CNR-DT 03/006. Guide or the Design and Construction o Concrete Structures Reinorced with Fiber-Reinorced Polymer Bars National Research Council, Rome, Italy, 006; Darwin, D., Tholen, M. L., Idun, E. K., and Zuo, J., Splice Strength o High Relative Rib Area Reinorcing Bars, ACI Structural Journal, V. 93, No., Jan.-Feb. 996, pp ; Darwin, D., Zuo, J., Tholen, M. L., and Idun, E. K., Development Length Criteria or Conventional and High Relative Rib Area Reinorcing Bars, ACI Structural Journal, V. 93, No. 3, May-June 996, pp ; El-Salakawy, E. and Benmokrane, B., 004, Serviceability o Concrete Bridge Deck Slabs Reinorced with Fiber-Reinorced Polymer Composite Bars, ACI Structural Journal, V.0, No 5, pp ; EN 99-- Eurocode Design o concrete structures - Part -: General rules and rules or buildings, 004; Fico, R., 007, Limit States Design o Concrete Structures Reinorced with FRP Bars, PhD Thesis, Univ. o Naples, Italy, 67 p.; Laoubi, L., El-Salakay, E., and Benmokrane, B., 006, Creep and durability o sand-coated glass FRP bars in concrete elements under reeze/thaw cycling and sustained loads, Cement & Concrete Composites 8 (006) ; Makitani, E., Irisawa, I., and Nishiura, N., Investigation o Bond in Concrete Members with Fiber Reinorced Plastic Bars, International Symposium: Fiber-Reinorced Plastic Reinorcement or Concrete Structures, ACI Proceedings, SP-38, Nov. 993, pp Malvar, J. L., Technical Report: Bond Stress Slip Characteristics o FRP Bars, Naval Facilities Engineering Service Center, Port Hueneme, CA, Feb. 994, 45 pp; Masmoudi, R., Theriault, M., and Benmokrane, B., 998, Flexural Behavior o Concrete Beams Reinorced with Deormed Fiber Reinorced Plastic Reinorcing Rods, ACI Structural Journal, V. 95, No. 6, pp ; Nanni, A., Al-Zahrani, M. M., Al-Duajani, S. U., Bakis, C. E., and Boothby, T. E., Bond o FRP Reinorcement to Concrete- Experimental Results, Non-Metallic Reinorcement (FRP) or Concrete Structures, Proceedings o the Second International Symposium, 995, L. Taerwe, Editor, pp ; Orangun, C. O., Jirsa, J. O., and Breen, J. E., A Revaluation o Test Data on Development Length and Splices, ACI Journal, Proceedings V.74, No.3, Mar. 977, pp. 4-; Pecce M, Manredi G, and Cosenza E, 000, Experimental Response and Code Models o GFRP RC Beams in Bending, Journal o Composites or Costruction, Vol. 4, No. 4, November 000, pp. 8-90; Pay, A.C., 005, Bond Behavior o Unconined Steel and FRP Bar Splices in Concrete Beams, Purdue University, PhD Thesis; Pecce M., Manredi G., Cosenza E., A Probabilistic Assessment o Delections in FRP RC Beams, Proceedings o the Fith Conerence on Non-Metallic Reinorcement or Concrete Structures, FRPRCS5, Cambridge, UK, 6-8 July 00; Rai M. M, Nadjai, F. A., and Talamona, D., 006, Aspects o behaviour o CFRP reinorced concrete beams in bending, Construction and Building Materials, article in press; Tepers, R., Tensile lap splices with conining reinorcement, Contribution to the International Conerence on Bond in Concrete, Paisley, Scotland, June 4th-l6th 98, pp ; Theriault, M., and Benmokrane, B., 998, Eects o FRP Reinorcement Ratio and Concrete Strength on Flexural Behavior o Concrete Beams, Journal o Composites or Construction, Vol., No., pp.7-6; Toutanji H. A., M. Saai, Flexural Behavior o Concrete Beams Reinorced with Glass Fiber-Reinorced Polymer (GFRP) Bars, ACI Structural Journal/September-October 000; Toutanji H., and Deng, Y., 003, Delection and crack-width prediction o concrete beams reinorced with glass FRP rods, Construction and Building Materials, 7, pp ; Yost, J. R., Gross, S. P., and Dinehart, D. W., 003, Eective Moment o Inertia or Glass Fiber-Reinorced Polymer-Reinorced Concrete Beams, ACI Structural Journal, V. 00, No. 6; - 6 -

Reliability assessment on maximum crack width of GFRPreinforced

Reliability 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 information

twenty one concrete construction: materials & beams ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2014

twenty 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 information

NUMERICAL 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 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 information

AXIALLY LOADED FRP CONFINED REINFORCED CONCRETE CROSS-SECTIONS

AXIALLY 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 information

FATIGUE DURABILITY OF CONCRETE EXTERNALLY STRENGTHENED WITH FRP SHEETS

FATIGUE 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 information

Professor, Institute of Engineering Mechanics, Harbin. China 2. Ph.D Student, Institute of Engineering Mechanics, Harbin. China 3

Professor, 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 information

Bond strength model for interfaces between nearsurface mounted (NSM) CFRP strips and concrete

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 information

Reliability of Axially Loaded Fiber-Reinforced-Polymer Confined Reinforced Concrete Circular Columns

Reliability 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 information

five mechanics of materials Mechanics of Materials Mechanics of Materials Knowledge Required MECHANICS MATERIALS

five 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 information

Design Guidelines A Scandinavian Approach

Design 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 information

AXIALLY LOADED FRP CONFINED REINFORCED CONCRETE CROSS-SECTIONS

AXIALLY 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 information

Chapter 6 Reliability-based design and code developments

Chapter 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 information

four mechanics of materials Mechanics of Materials Mechanics of Materials Knowledge Required MECHANICS MATERIALS

four mechanics of materials Mechanics of Materials Mechanics of Materials Knowledge Required MECHANICS MATERIALS EEMENTS OF RCHITECTUR STRUCTURES: FORM, BEHVIOR, ND DESIGN DR. NNE NICHOS SRING 2016 Mechanics o Materials MECHNICS MTERIS lecture our mechanics o materials www.carttalk.com Mechanics o Materials 1 S2009abn

More information

Available online at ScienceDirect. Transportation Research Procedia 14 (2016 )

Available 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 information

Design criteria for Fiber Reinforced Rubber Bearings

Design 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 information

Reliability-Based Load and Resistance Factor Design (LRFD) Guidelines for Stiffened Panels and Grillages of Ship Structures

Reliability-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 information

Module 2 Selection of Materials and Shapes. IIT, Bombay

Module 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 information

Behavior of RC Columns Confined with CFRP Sheets and Subjected to Eccentric Loading

Behavior 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 information

Title. Author(s)Dai, Jianguo; Ueda, Tamon; Sato, Yasuhiko. CitationJournal of Composites for Construction, 9(1): Issue Date Doc URL.

Title. 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 information

Manufacturing Remaining Stresses in Truck Frame Rail's Fatigue Life Prediction

Manufacturing 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 information

3.5 Analysis of Members under Flexure (Part IV)

3.5 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 information

MASSACHUSETTS INSTITUTE OF TECHNOLOGY DEPARTMENT OF MATERIALS SCIENCE AND ENGINEERING CAMBRIDGE, MASSACHUSETTS 02139

MASSACHUSETTS INSTITUTE OF TECHNOLOGY DEPARTMENT OF MATERIALS SCIENCE AND ENGINEERING CAMBRIDGE, MASSACHUSETTS 02139 MASSACHUSTTS INSTITUT OF TCHNOLOGY DPARTMNT OF MATRIALS SCINC AND NGINRING CAMBRIDG, MASSACHUSTTS 0239 322 MCHANICAL PROPRTIS OF MATRIALS PROBLM ST 4 SOLUTIONS Consider a 500 nm thick aluminum ilm on a

More information

Prediction of effective moment of inertia for hybrid FRP-steel reinforced concrete beams using the genetic algorithm

Prediction of effective moment of inertia for hybrid FRP-steel reinforced concrete beams using the genetic algorithm Numerical Methods in Civil Engineering D Prediction of effective moment of inertia for hybrid FRP-steel reinforced concrete beams using the genetic algorithm ARTICLE INFO Article history: Received: February

More information

SOME RESEARCH ON FINITE ELEMENT ANALYSIS OF COMPOSITE MATERIALS

SOME RESEARCH ON FINITE ELEMENT ANALYSIS OF COMPOSITE MATERIALS The 3 rd International Conerence on DIAGNOSIS AND PREDICTION IN MECHANICAL ENGINEERING SYSTEMS DIPRE 12 SOME RESEARCH ON FINITE ELEMENT ANALYSIS OF Valeriu DULGHERU, Viorel BOSTAN, Marin GUŢU Technical

More information

S. Srinivasan, Technip Offshore, Inc., Houston, TX

S. 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 information

Modeling of Bond of Sand-coated Deformed Glass Fibre-reinforced Polymer Rebars in Concrete

Modeling of Bond of Sand-coated Deformed Glass Fibre-reinforced Polymer Rebars in Concrete Modeling of Bond of Sand-coated Deformed Glass Fibre-reinforced Polymer Rebars in Concrete Modeling of Bond of Sand-coated Deformed Glass Fibre-reinforced Polymer Rebars in Concrete Weichen Xue*, Yu Yang,

More information

Finite Element Analysis of FRP Debonding Failure at the Tip of Flexural/Shear Crack in Concrete Beam

Finite 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 information

WELDED ALUMINUM ALLOY PLATE GIRDERS SUBJECTED TO SHEAR FORCE

WELDED 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 information

WP6 - Thought for Eurocodes Upgrade

WP6 - 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 information

8.3 Design of Base Plate for Thickness

8.3 Design of Base Plate for Thickness 8.3 Design o Base Plate or Thickness 8.3.1 Design o base plate or thickness (Elastic Design) Upto this point, the chie concern has been about the concrete oundation, and methods o design have been proposed

More information

Numerical Simulation of the Behavior of Cracked Reinforced Concrete Members

Numerical 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 information

Fatigue verification of high loaded bolts of a rocket combustion chamber.

Fatigue 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 information

Editorial Manager(tm) for The Arabian Journal for Science and Engineering B:

Editorial 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 information

Evaluation of Scantlings of Corrugated Transverse Watertight Bulkheads in Non-CSR Bulk Carriers Considering Hold Flooding

Evaluation of Scantlings of Corrugated Transverse Watertight Bulkheads in Non-CSR Bulk Carriers Considering Hold Flooding (1997) (Rev.1 1997) (Rev.1.1 Mar 1998 /Corr.1) (Rev. Sept 000) (Rev.3 eb 001) (Rev.4 Nov 001) (Rev.5 July 003) (Rev.6 July 004) (Rev.7 eb 006) (Corr.1 Oct 009) (Rev.8 May 010) (Rev.9 Apr 014) Evaluation

More information

Plastic mechanism analysis of CHS stub columns strengthened using CFRP

Plastic 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 information

The Application of Reliability Methods in the Design of Tophat Stiffened

The 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 information

Material properties and vibration isolation Technical information

Material properties and vibration isolation Technical information Material properties and vibration isolation Technical inormation General inormation on Sylomer Sylomer is a special PUR elastomer manuactured by Getzner, which eatures a cellular, compact orm and is used

More information

Explanatory Examples for Ductile Detailing of RC Buildings

Explanatory 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 information

Modeling of Interfacial Debonding Induced by IC Crack for Concrete Beam-bonded with CFRP

Modeling 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 information

Keywords: creep, damage, finite element analysis, FSRF, low-cycle fatigue, type 316 steel, weldment

Keywords: creep, damage, finite element analysis, FSRF, low-cycle fatigue, type 316 steel, weldment --- 1 --- Application o the linear matching method to eep-atigue ailure analysis o uciorm weldment manuactured o the austenitic steel AISI type 316N(L) Yevgen Gorash and Haoeng Chen Department o Mechanical

More information

Life Prediction Under Multiaxial Fatigue

Life Prediction Under Multiaxial Fatigue Lie Prediction Under Multiaxial Fatigue D. Ramesh and M.M. Mayuram Department o Mechanical Engineering Indian Institute o Technology, Madras Chennai-600 036 (India) e-mail: mayuram@iitm.ac.in ABSTRACT

More information

Evaluation of Flexural Stiffness for RC Beams During Fire Events

Evaluation of Flexural Stiffness for RC Beams During Fire Events 3 rd International Structural Specialty Conference 3 ième conférence internationale spécialisée sur le génie des structures Edmonton, Alberta June 6-9, 202 / 6 au 9 juin 202 Evaluation of Flexural Stiffness

More information

OUTLINE DESIGN OF COLUMN BASE PLATES AND STEEL ANCHORAGE TO CONCRETE 12/21/ Introduction 2. Base plates. 3. Anchor Rods

OUTLINE DESIGN OF COLUMN BASE PLATES AND STEEL ANCHORAGE TO CONCRETE 12/21/ Introduction 2. Base plates. 3. Anchor Rods DESIGN OF COLUMN BSE PLTES ND STEEL NCHORGE TO CONCRETE OUTLINE 1. Introduction 2. Base plates a. Material b. Design using ISC Steel Design Guide Concentric axial load xial load plus moment xial load plus

More information

Optimization of Flexural capacity of Reinforced fibrous Concrete Beams Using Genetic Algorithm

Optimization 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 information

ON AN ESTIMATION OF THE DAMPING PROPERTIES OF WOVEN FABRIC COMPOSITES

ON 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 information

POST-TENSIONED MOMENT CONNECTIONS WITH A BOTTOM FLANGE FRICTION DEVICE FOR SEISMIC RESISTANT SELF- CENTERING STEEL MRFS

POST-TENSIONED MOMENT CONNECTIONS WITH A BOTTOM FLANGE FRICTION DEVICE FOR SEISMIC RESISTANT SELF- CENTERING STEEL MRFS 4th International Conerence on Earthquake Engineering Taipei, Taiwan October 12-13, 2006 Paper No. 108 POST-TENSIONED OENT CONNECTIONS WITH A BOTTO FLANGE FRICTION DEVICE FOR SEISIC RESISTANT SELF- CENTERING

More information

Behavior and Design of Angle Column

Behavior and Design of Angle Column Behavior and Design o Angle Column Ricardo Junqueira Justiniano Instituo Superior Técnico, Universidade de Lisboa Abstract This thesis presents a study on the behavior and design o short to medium single

More information

Bayesian Technique for Reducing Uncertainty in Fatigue Failure Model

Bayesian 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 information

RESOLUTION MSC.362(92) (Adopted on 14 June 2013) REVISED RECOMMENDATION ON A STANDARD METHOD FOR EVALUATING CROSS-FLOODING ARRANGEMENTS

RESOLUTION 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 information

A study on the Accelerated Life Test Coupled with Computation for Life Prediction of Product According to Wear and Damage

A study on the Accelerated Life Test Coupled with Computation for Life Prediction of Product According to Wear and Damage International Journal o Mechanical & Mechatronics Engineering IJMME-IJENS Vol:15 No:03 106 A study on the Accelerated Lie Test Coupled with Computation or Lie Prediction o Product According to Wear and

More information

DESIGN MODELS FOR SHEAR STRENGTHENING OF REINFORCED CONCRETE BEAMS WITH EXTERNALLY BONDED FRP COMPOSITES: A STATISTICAL VS RELIABILITY APPROACH

DESIGN MODELS FOR SHEAR STRENGTHENING OF REINFORCED CONCRETE BEAMS WITH EXTERNALLY BONDED FRP COMPOSITES: A STATISTICAL VS RELIABILITY APPROACH 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

More information

ASSESSMENT OF THE EFFECTIVENESS OF NSM-CFRP FLEXURAL STRENGTHENING CONFIGURATIONS FOR CONTINUOUS RC SLABS

ASSESSMENT 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 information

Failure Diagrams of FRP Strengthened RC Beams

Failure 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 information

Available online at ScienceDirect. Energy Procedia 83 (2015 ) Václav Dvo ák a *, Tomáš Vít a

Available online at   ScienceDirect. Energy Procedia 83 (2015 ) Václav Dvo ák a *, Tomáš Vít a Available online at www.sciencedirect.com ScienceDirect Energy Procedia 83 (205 ) 34 349 7th International Conerence on Sustainability in Energy and Buildings Numerical investigation o counter low plate

More information

Chapter. Materials. 1.1 Notations Used in This Chapter

Chapter. Materials. 1.1 Notations Used in This Chapter Chapter 1 Materials 1.1 Notations Used in This Chapter A Area of concrete cross-section C s Constant depending on the type of curing C t Creep coefficient (C t = ε sp /ε i ) C u Ultimate creep coefficient

More information

MODELLING NON-LINEAR BEHAVIOUR OF STEEL FIBRE REINFORCED CONCRETE

MODELLING NON-LINEAR BEHAVIOUR OF STEEL FIBRE REINFORCED CONCRETE 6th RILEM Symposium on Fibre-Reinforced Concretes (FRC) - BEFIB - September, Varenna, Italy MODELLING NON-LINEAR BEHAVIOUR OF STEEL FIBRE REINFORCED CONCRETE W. A. Elsaigh, J. M. Robberts and E.P. Kearsley

More information

SHEAR DESIGN EQUATIONS FOR FRP RC BEAMS

SHEAR DESIGN EQUATIONS FOR FRP RC BEAMS SHEAR DESIGN EQUATIONS FOR FRP RC BEAMS Dr. Maurizio Guadagnini Dr. Kypros Pilakoutas Professor Peter Waldron Centre for Dept. of Civil and Structural Engineering The University of Sheffield, UK Outline

More information

Precast Deck Joints using FRP and Ultra-High Performance Concrete

Precast Deck Joints using FRP and Ultra-High Performance Concrete Western University Scholarship@Western Electronic Thesis and Dissertation Repository January 2013 Precast Deck Joints using FRP and Ultra-High Performance Concrete Augustine K. Banson The University of

More information

This is an author-deposited version published in : Eprints ID : 11904

This is an author-deposited version published in :   Eprints ID : 11904 Open Archive TOULOUSE Archive Ouverte (OATAO) OATAO is an open access repository that collects the work o Toulouse researchers and makes it reely available over the web where possible. This is an author-deposited

More information

Analysis of Friction-Induced Vibration Leading to Eek Noise in a Dry Friction Clutch. Abstract

Analysis of Friction-Induced Vibration Leading to Eek Noise in a Dry Friction Clutch. Abstract The 22 International Congress and Exposition on Noise Control Engineering Dearborn, MI, USA. August 19-21, 22 Analysis o Friction-Induced Vibration Leading to Eek Noise in a Dry Friction Clutch P. Wickramarachi

More information

SERVICEABILITY OF BEAMS AND ONE-WAY SLABS

SERVICEABILITY OF BEAMS AND ONE-WAY SLABS CHAPTER REINFORCED CONCRETE Reinforced Concrete Design A Fundamental Approach - Fifth Edition Fifth Edition SERVICEABILITY OF BEAMS AND ONE-WAY SLABS A. J. Clark School of Engineering Department of Civil

More information

Initial Stiffness of Reinforced Concrete Columns and Walls

Initial 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 information

Numerical evaluation of plastic rotation capacity in RC beams

Numerical 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 information

IMPACT BEHAVIOR OF COMPOSITE MATERIALS USED FOR AUTOMOTIVE INTERIOR PARTS

IMPACT BEHAVIOR OF COMPOSITE MATERIALS USED FOR AUTOMOTIVE INTERIOR PARTS 0 th HSTAM International Congress on Mechanics Chania, Crete, Greece, 5 7 May, 03 IMPACT BEHAVIOR OF COMPOSITE MATERIALS USED FOR AUTOMOTIVE INTERIOR PARTS Mariana D. Stanciu, Ioan Curtu and Ovidiu M.

More information

Improved Bond Equations for Fiber-Reinforced Polymer Bars in Concrete

Improved Bond Equations for Fiber-Reinforced Polymer Bars in Concrete materials Article Improved Bond Equations for Fiber-Reinforced Polymer Bars in Concrete Sadaf Moallemi Pour, M. Shahria Alam * and Abbas S. Milani School of Engineering, University of British Columbia,

More information

PLATE GIRDERS II. Load. Web plate Welds A Longitudinal elevation. Fig. 1 A typical Plate Girder

PLATE GIRDERS II. Load. Web plate Welds A Longitudinal elevation. Fig. 1 A typical Plate Girder 16 PLATE GIRDERS II 1.0 INTRODUCTION This chapter describes the current practice for the design of plate girders adopting meaningful simplifications of the equations derived in the chapter on Plate Girders

More information

Beam Bending Stresses and Shear Stress

Beam Bending Stresses and Shear Stress Beam Bending Stresses and Shear Stress Notation: A = name or area Aweb = area o the web o a wide lange section b = width o a rectangle = total width o material at a horizontal section c = largest distance

More information

UNIVERSITÀ 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 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 information

High-temperature behaviour of concrete slabs reinforced with FRP bars

High-temperature behaviour of concrete slabs reinforced with FRP bars Fourth International Conference on FRP Composites in Civil Engineering (CICE2008) 22-24July 2008, Zurich, Switzerland High-temperature behaviour of concrete slabs reinforced with FRP bars Emidio Nigro,

More information

RELIABILITY OF BURIED PIPELINES WITH CORROSION DEFECTS UNDER VARYING BOUNDARY CONDITIONS

RELIABILITY OF BURIED PIPELINES WITH CORROSION DEFECTS UNDER VARYING BOUNDARY CONDITIONS REIABIITY OF BURIE PIPEIES WITH CORROSIO EFECTS UER VARYIG BOUARY COITIOS Ouk-Sub ee 1 and ong-hyeok Kim 1. School o Mechanical Engineering, InHa University #53, Yonghyun-ong, am-ku, Incheon, 40-751, Korea

More information

Guidelines for Nonlinear Finite Element Analysis of Concrete Structures

Guidelines 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 information

Approximate probabilistic optimization using exact-capacity-approximate-response-distribution (ECARD)

Approximate probabilistic optimization using exact-capacity-approximate-response-distribution (ECARD) Struct Multidisc Optim (009 38:613 66 DOI 10.1007/s00158-008-0310-z RESEARCH PAPER Approximate probabilistic optimization using exact-capacity-approximate-response-distribution (ECARD Sunil Kumar Richard

More information

A SHEAR TRANSFER MODEL FOR ROUGH JOINTS BASED ON CONTACT AND FRACTURE MECHANICS

A SHEAR TRANSFER MODEL FOR ROUGH JOINTS BASED ON CONTACT AND FRACTURE MECHANICS VIII International Conerence on Fracture Mechanics o Concrete and Concrete Structures FraMCoS-8 J.G.M. Van Mier, G. Ruiz, C. Andrade, R.C. Yu and X.X. Zhang (Eds) A SHEAR TRANSFER MODEL FOR ROUGH JOINTS

More information

THREE DIMENSIONAL MECHANICAL MODEL TO SIMULATE THE NSM FRP STRIPS SHEAR STRENGTH CONTRIBUTION TO A RC BEAM: PARAMETRIC STUDIES

THREE 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 information

10/14/2011. 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

10/14/2011. 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 information

Constitutive law (in 2D) for steel-concrete connection: JOINT_BA

Constitutive law (in 2D) for steel-concrete connection: JOINT_BA deault itre : Loi de comportement (en 2D) pour la liaison acier [] Date : 26/03/203 Page : /24 Constitutive law (in 2D) or steel-concrete connection: JOIN_BA Summarized: Constitutive law JOIN_BA describes

More information

ε t increases from the compressioncontrolled Figure 9.15: Adjusted interaction diagram

ε t increases from the compressioncontrolled Figure 9.15: Adjusted interaction diagram CHAPTER NINE COLUMNS 4 b. The modified axial strength in compression is reduced to account for accidental eccentricity. The magnitude of axial force evaluated in step (a) is multiplied by 0.80 in case

More information

MICROMECHANICAL FAILURE ANALYSIS OF UNIDIRECTIONAL FIBER-REINFORCED COMPOSITES UNDER IN-PLANE AND TRANSVERSE SHEAR

MICROMECHANICAL 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 information

3D NON-LINEAR FINITE ELEMENT MODELLING OF TRADITIONAL TIMBER CONNECTIONS

3D NON-LINEAR FINITE ELEMENT MODELLING OF TRADITIONAL TIMBER CONNECTIONS 3D NON-LINEAR FINITE ELEMENT MODELLING OF TRADITIONAL TIMBER CONNECTIONS Bo-Han Xu 1, Abdelhamid Bouchaïr 1, Mustapha Taaount 1 ABSTRACT: In this paper, 3D non-linear inite element models are developed

More information

ULTIMATE SHEAR OF BEAMS STRENGTHENED WITH CFRP SHEETS

ULTIMATE 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 information

Finite element modeling incorporating nonlinearity of material behavior based on the fib Model Code 2010

Finite 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 information

A PROPOSAL OF DESIGN PROCEDURE FOR FLEXURAL STRENGTHENING RC BEAMS WITH FRP SHEET

A 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 information

Seismic Design, Assessment & Retrofitting of Concrete Buildings. fctm. h w, 24d bw, 175mm 8d bl, 4. w 4 (4) 2 cl

Seismic 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 information

DEFORMATION CAPACITY OF OLDER RC SHEAR WALLS: EXPERIMENTAL ASSESSMENT AND COMPARISON WITH EUROCODE 8 - PART 3 PROVISIONS

DEFORMATION CAPACITY OF OLDER RC SHEAR WALLS: EXPERIMENTAL ASSESSMENT AND COMPARISON WITH EUROCODE 8 - PART 3 PROVISIONS DEFORMATION CAPACITY OF OLDER RC SHEAR WALLS: EXPERIMENTAL ASSESSMENT AND COMPARISON WITH EUROCODE 8 - PART 3 PROVISIONS Konstantinos CHRISTIDIS 1, Emmanouil VOUGIOUKAS 2 and Konstantinos TREZOS 3 ABSTRACT

More information

HYBRID STEEL PLATE GIRDERS SUBJECTED TO PATCH LOADING

HYBRID 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 information

RESILIENT INFRASTRUCTURE June 1 4, 2016

RESILIENT INFRASTRUCTURE June 1 4, 2016 RESILIENT INFRASTRUCTURE June 1 4, 2016 INSTANTANEOUS DEFLECTIONS OF CONCRETE SLABS COMPUTED USING DISCRETIZED ANALYSIS Caitlin Mancuso Western University, Canada F. Michael Bartlett Western University,

More information

HYDROELASTIC TAILORING AND OPTIMIZATION OF A COMPOSITE MARINE PROPELLER

HYDROELASTIC TAILORING AND OPTIMIZATION OF A COMPOSITE MARINE PROPELLER HYDROELASTIC TAILORING AND OPTIMIZATION OF A COMPOSITE MARINE PROPELLER José P. Blasques, Christian Berggreen and Poul Andersen Department o Mechanical Engineering, Technical University o Denmark Nils

More information

two structural analysis (statics & mechanics) Structural Requirements Structure Requirements Structure Requirements serviceability efficiency

two structural analysis (statics & mechanics) Structural Requirements Structure Requirements Structure Requirements serviceability efficiency LIED RCHITECTURL STRUCTURES: STRUCTURL NLYSIS ND SYSTEMS DR. NNE NICHOLS SRING 018 lecture two structural analysis (statics & mechanics) nalysis 1 pplied rchitectural Structures 009abn Structural Requirements

More information

A STUDY OF 0 -FIBRE MICROBUCKLING IN MULTIDIRECTIONAL COMPOSITE LAMINATES

A STUDY OF 0 -FIBRE MICROBUCKLING IN MULTIDIRECTIONAL COMPOSITE LAMINATES A STUDY OF -FIBRE MICROBUCKLING IN MULTIDIRECTIONAL COMPOSITE LAMINATES P. Berbinau and C. Soutis Department o Aeronautics, Imperial College o Science, Technology & Medicine Prince Consort Rd, London SW7

More information

6.4 A cylindrical specimen of a titanium alloy having an elastic modulus of 107 GPa ( psi) and

6.4 A cylindrical specimen of a titanium alloy having an elastic modulus of 107 GPa ( psi) and 6.4 A cylindrical specimen of a titanium alloy having an elastic modulus of 107 GPa (15.5 10 6 psi) and an original diameter of 3.8 mm (0.15 in.) will experience only elastic deformation when a tensile

More information

Flexure: Behavior and Nominal Strength of Beam Sections

Flexure: Behavior and Nominal Strength of Beam Sections 4 5000 4000 (increased d ) (increased f (increased A s or f y ) c or b) Flexure: Behavior and Nominal Strength of Beam Sections Moment (kip-in.) 3000 2000 1000 0 0 (basic) (A s 0.5A s ) 0.0005 0.001 0.0015

More information

Design of AAC wall panel according to EN 12602

Design 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 information

Design of reinforced concrete sections according to EN and EN

Design 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 information

Modeling the bond of GFRP and concrete based on a damage evolution approach

Modeling the bond of GFRP and concrete based on a damage evolution approach Modeling the ond of GFRP and concrete ased on a damage evolution approach Mohammadali Rezazadeh 1, Valter Carvelli 2, and Ana Veljkovic 3 1 Dep. Architecture, Built environment and Construction engineering,

More information

Size Effect on Strength of Bimaterial Joints: Computational Approach versus Analysis and Experiment

Size Effect on Strength of Bimaterial Joints: Computational Approach versus Analysis and Experiment Proc. (CD), 12th Intern. Con. on Fracture (ICF-12) (held in Ottawa, Canada, July 2009), Robert Bell, ed., Carleton University, pp. 1 10. Size Eect on Strength o Bimaterial Joints: Computational Approach

More information

Lecture-05 Serviceability Requirements & Development of Reinforcement

Lecture-05 Serviceability Requirements & Development of Reinforcement Lecture-05 Serviceability Requirements & Development of Reinforcement By: Prof Dr. Qaisar Ali Civil Engineering Department UET Peshawar drqaisarali@uetpeshawar.edu.pk www.drqaisarali.com 1 Section 1: Deflections

More information

ASSESSMENT 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 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 information

This is a repository copy of Verification of shrinkage curvature code prediction models.

This is a repository copy of Verification of shrinkage curvature code prediction models. This is a repository copy of Verification of shrinkage curvature code prediction models. White Rose Research Online URL for this paper: http://eprints.whiterose.ac.uk/88956/ Version: Published Version

More information

Serviceability Deflection calculation

Serviceability Deflection calculation Chp-6:Lecture Goals Serviceability Deflection calculation Deflection example Structural Design Profession is concerned with: Limit States Philosophy: Strength Limit State (safety-fracture, fatigue, overturning

More information

MECHANICS OF MATERIALS Sample Problem 4.2

MECHANICS OF MATERIALS Sample Problem 4.2 Sample Problem 4. SOLUTON: Based on the cross section geometry, calculate the location of the section centroid and moment of inertia. ya ( + Y Ad ) A A cast-iron machine part is acted upon by a kn-m couple.

More information