Design Guidelines A Scandinavian Approach
|
|
- George Pierce
- 5 years ago
- Views:
Transcription
1 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 ostructuralengineering
2 Agenda Coninement Saety actors Strengthening in Strengthening in Strengthening in Saety actors Acknowledgement 2 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
3 Why the need or design guidelines? Coninement Saety actors Increased need or strengthening and rehabilitation New materials introduced Knowledge how to use these materials or strengthening is relative limited compared to traditional building materials To gain acceptance within the building industry 3 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
4 Strengthening o Structures in General Holes Slabs NSMR Coninement Saety actors Beams Columns Brick Walls Steel Collar 4 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
5 The start The work with the guidelines started 1998 in relation to a strengthening work o a rail road bridge Coninement Saety actors It was elt rom the Rail Road authorities that a guideline was needed i the techniques should be accepted to be used on railroad and the like 5 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
6 The start The guideline is divided in our main parts Coninement Saety actors part that explain the use o advanced composites or strengthening Comprehensive theoretical part that give a clear understanding o the design process part which explain how the strengthening work shall be carried out Finally appendices with design examples and material data or use 6 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
7 The start The most essential in the codes considered to be: P 1 DP Strengthening or bending DP q Coninement Saety actors Saety actors d Strengthening or shear ηγ k m γ n But But also also atigue, torsion and and coninement are are considered and quality control 7 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
8 Strengthening or bending Failure modes Coninement Saety actors 1. Compressive ailure 2. Yielding, tensile rein. 3. Yielding, compressive rein. 4. Tensile ailure, laminate 5. Anchorage ailure 6. Peeling ailure 7. Delamination In general: M A ' s ' y ( ) 0.4x d + A ( d 0.4x) + ε E A ( h 0.4x) ' s s y s 8 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
9 Strengthening or bending Design Coninement Saety actors In general (depending on expected ailure mode): M A ' s ' y ( ) 0.4x d + A ( d 0.4x) + ε E A ( h 0.4x) ' s s y s 9 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
10 Anchorage l a l cr 0.2 ct E d w t Coninement Saety actors Based on racture mechanics 10 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
11 4,0 End-peeling 3,0 Analytical calculation 2,0 Coninement 1,0 FE - analysis 0, Saety actors 2,0 1,5 1,0 0,5 0,0 Analytical calculation FE - analysis Peeling τ max Ga P 2sE W c c ( 2l + a b)( aλ + 1) l + a λ 2-0, λ G a s b E 1 A + 1 E A c c + z c 0 E W c 11 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
12 Failure criteria Coninement σ 1 σ 1 < ct 2 σ x + σ y σ x σ y 2 xy τ 1 2 Saety actors σ x M I 2 x ( h x) 12 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
13 - Design Failure modes Coninement Saety actors 1. Compressive ailure in the concrete 2. Tensile ailure (ibre) in composite 3. Anchorage ailure 13 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
14 - Design In general: V V + V + d c s V q(x) q(x) Coninement Saety actors VA V0 τζη ση z V0 Fζη VA α β' α β' zcotα zcotβ' σζ τζη T θ τζη ση Fζ How to calculate V? A B A B θ θ 90 β V 90 β V 90 α 90 α α β α β ση σζ L 14 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
15 - Design Derivation o V : Equilibrium equations gives: Coninement Saety actors V 2t 0.9d cot ( σ α ) ς τ ςη Assumptions: The composite only take up orce in the ibre direction The inclination o the shear crack, a 45 The principal tensile strain is perpendicular to this plane V ( + cotβ) A σ 0.9d 1 e sinβ s 15 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
16 - Design Coninement Saety actors The eective stress can be expressed as: σ and with: s e σ b sin α cos 2 θ ε E cos The ollowing equation is obtained: 2 θ V 2t ε E 0.9d ( + cotβ) sin βcos θ 16 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
17 - Design P P σ sy σ sy Coninement Saety actors V V σ (ε) σ (ε) P P ε(y) ε(y) σ σ CFRP CFRP xc3 xc3 x C2, C4 x C2, C4 x C1, C5 x C1, C5 S1, S5 S3 S1, x S5 x xs3 3 x S2, S4 x x 2, 43 S2, S4 1, 52, 4 1, 5 V1 V1 x V2 > V1 x V2 > V1 Steel Steel ε ε V V The ollowing equation is obtained: V 1.2t ε E 0.9d ( + cotβ) sin βcos θ 17 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
18 - Design Similar to shear however, dierent crack path Coninement Saety actors Examples or strengthen in torsion 18 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
19 - Design Design Coninement Saety actors 1.2t b s b ε u E T 2bh 1 ( cot α + cot β) sin β Dierent ailure modes are also considered 19 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
20 Coninement - Design Design Coninement Saety actors Dierent shapes are considered 20 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
21 Coninement - Design Design Coninement Saety actors The design is valid or short columns i.e: l c /h < Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
22 Column Strengthening - Design Design Coninement Ac cc N u kc kϕϕe k s A s sc Saety actors 22 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
23 and quality control Handling and protection BEFORE STRENGTHENING Examination o existing documentation, structure, loads and material data etc. FRP Strengthening NO Coninement Saety actors Accidents measures Strengthening work Quality control Poisonous Caustic Flammable Health Risk DURING STRENGTHENING Surace Preparation Remove weak concrete and contaminations, round corners when needed - make the surace dust and grease ree. Concrete surace treated depending on strengthening material used: Laminates: Sandblasting Sheets: Sandblasting and grinding NSMR: Saw cuts in the concrete cover Externally bonded reinorcement All materials must be dust and solvent ree and when applicable cleaned with a solvent beore mounting Bonding procedure Laminates: Apply primer when recommended. Apply adhesive on both laminate and the concrete surace. Mount together. Sheets: Apply primer. Level out the surace with putty when needed. Apply adhesive and mount the sheet in the wet adhesive - apply a new layer o adhesive, repeat the procedure or numbers o layers needed. NSMR: Apply adhesive or cement mortar in the cleaned and dry slot. Mount the NSMR laminate in the slot. QUALITY CONTROL (Beore, during and ater Strengthening) Other Methods Qualiy Plan AFTER STRENGTHENING Finishing layer Paint, shotcrete, resistant to wear etc. Fire Protection Due to regulations and demand rom client Final Result 23 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
24 Saety - Factors Partial coeicients Material properties d γ m ηγ k m γ n Coninement Saety class (1,2,3) γ n Saety actors 24 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
25 Coninement Saety actors Saety - Factors Material properties is divided into: γ m1 γ m2 γ m3 γ m4 γ m5 γ m6 : : : : : : Consider uncertainties in material characteristics Uncertainties in calculation model Consider the ailure type Consider inluence o control Consider short or long term loading Consider the implementation process, e.g laminates, abrics etc. Saety class (1,2,3) Class 1: Class 2: Class 3: γ n 1.0 γ n 1.1 γ n Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
26 Saety - Factors Partial coeicients Coninement Saety actors Example: Example: Calculate Calculate the the resistance resistance parameter parameter γ m γ or m or a a composite composite strengthening strengthening with with carbon carbon ibre ibre sheets sheets in in a a hand hand lay-up lay-up application, application, in in order order to to bear bear an an increased increased traic traic load. load. Strengthening Strengthening is is perormed perormed or or increased increased bending bending moment moment capacity. capacity. Good Good control control during during implementation implementation is is expected. expected. Solution: Solution: high high conormity conormity between between strength strength in in γ m1 γ m test test bodies bodies and and structure structure normal normal accuracy accuracy in in calculation calculation model model γ m2 γ m ductile ductile ailure ailure without without bearing bearing capacity capacity reserve γ reserve m3 γ m high high control control over over materials materials and and implementation implementation γ m4 γ m carbon carbon ibre ibre as as well well as as dynamic dynamic load γ load m5 γ m hand hand lay-up, lay-up, normal normal accuracy accuracy γ m6 γ m Together Together this this gives gives the the saety saety actor: actor: γ m Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
27 Field Applications The design guideline has been used here Coninement Saety actors 27 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
28 Coninement Saety actors Design guidelines are essential or increased use o FRP s in the building industry We have noticed a increased interest o the FRP strengthening method since the design guidelines were introduced It is recommended to use calculation examples in the guidelines or clariication The guidelines need to be a living document that should and can be changed depending on new knowledge. 28 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
29 Acknowledgements The presenter greatly acknowledge SKANSKA, the Development Fund o the Swedish Construction Industry (SBUF) and the Nordic Network or Composites in Civil Engineering Coninement Saety actors 29 Pro. B. Täljsten Departmento Civiland Mining Engineering Division ostructuralengineering
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 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 informationBond 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 informationfour 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 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 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 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 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 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 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 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 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 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 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 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 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 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 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 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 informationfive Mechanics of Materials 1 ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2017 lecture
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2017 lecture five mechanics www.carttalk.com of materials Mechanics of Materials 1 Mechanics of Materials MECHANICS MATERIALS
More informationOUTLINE 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 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 information- Rectangular Beam Design -
Semester 1 2016/2017 - Rectangular Beam Design - Department of Structures and Material Engineering Faculty of Civil and Environmental Engineering University Tun Hussein Onn Malaysia Introduction The purposes
More informationCivil Engineering Design (1) Design of Reinforced Concrete Columns 2006/7
Civil Engineering Design (1) Design of Reinforced Concrete Columns 2006/7 Dr. Colin Caprani, Chartered Engineer 1 Contents 1. Introduction... 3 1.1 Background... 3 1.2 Failure Modes... 5 1.3 Design Aspects...
More information8.3 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 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 informationCombined Stresses and Mohr s Circle. General Case of Combined Stresses. General Case of Combined Stresses con t. Two-dimensional stress condition
Combined Stresses and Mohr s Circle Material in this lecture was taken from chapter 4 of General Case of Combined Stresses Two-dimensional stress condition General Case of Combined Stresses con t The normal
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 informationPLATE 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 informationLife 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 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 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 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 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 informationDESIGN 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 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 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 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 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 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 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 informationUniversity of Pretoria Department of Mechanical & Aeronautical Engineering MOW 227, 2 nd Semester 2014
Universit of Pretoria Department of Mechanical & Aeronautical Engineering MOW 7, nd Semester 04 Semester Test Date: August, 04 Total: 00 Internal eaminer: Duration: hours Mr. Riaan Meeser Instructions:
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 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 informationFayoum University. Dr.: Youssef Gomaa Youssef
Fayoum University Faculty o Engineering Department o Civil Engineering CE 40: Part Shallow Foundation Design Lecture No. (6): Eccentric Footing Dr.: Yousse Gomaa Yousse Eccentric Footing Eccentric ooting:
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 informationINFLUENCE OF FLANGE STIFFNESS ON DUCTILITY BEHAVIOUR OF PLATE GIRDER
International Journal of Civil Structural 6 Environmental And Infrastructure Engineering Research Vol.1, Issue.1 (2011) 1-15 TJPRC Pvt. Ltd.,. INFLUENCE OF FLANGE STIFFNESS ON DUCTILITY BEHAVIOUR OF PLATE
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 informationChapter 3. Load and Stress Analysis
Chapter 3 Load and Stress Analysis 2 Shear Force and Bending Moments in Beams Internal shear force V & bending moment M must ensure equilibrium Fig. 3 2 Sign Conventions for Bending and Shear Fig. 3 3
More informationCHAPTER 4. Design of R C Beams
CHAPTER 4 Design of R C Beams Learning Objectives Identify the data, formulae and procedures for design of R C beams Design simply-supported and continuous R C beams by integrating the following processes
More informationSabah Shawkat Cabinet of Structural Engineering Walls carrying vertical loads should be designed as columns. Basically walls are designed in
Sabah Shawkat Cabinet of Structural Engineering 17 3.6 Shear walls Walls carrying vertical loads should be designed as columns. Basically walls are designed in the same manner as columns, but there are
More informationModule 2 Stresses in machine elements. Version 2 ME, IIT Kharagpur
Module Stresses in machine elements Lesson Compound stresses in machine parts Instructional Objectives t the end of this lesson, the student should be able to understand Elements of force system at a beam
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 informationUniversity of Sheffield The development of finite elements for 3D structural analysis in fire
The development of finite elements for 3D structural analysis in fire Chaoming Yu, I. W. Burgess, Z. Huang, R. J. Plank Department of Civil and Structural Engineering StiFF 05/09/2006 3D composite structures
More informationCHAPTER 6: ULTIMATE LIMIT STATE
CHAPTER 6: ULTIMATE LIMIT STATE 6.1 GENERAL It shall be in accordance with JSCE Standard Specification (Design), 6.1. The collapse mechanism in statically indeterminate structures shall not be considered.
More informationNotched Strength Estimation of Graphite/Epoxy Laminated Composite with Central Crack under Uniaxial Tensile Loading
International Journal o Composite Materials 5, 5(6): 77-8 DOI:.593/j.cmaterials.556.6 Notched Strength Estimation o Graphite/Epoxy Laminated Composite with Central Crack under Uniaxial Tensile Loading
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 informationStatic Failure (pg 206)
Static Failure (pg 06) All material followed Hookeʹs law which states that strain is proportional to stress applied, until it exceed the proportional limits. It will reach and exceed the elastic limit
More informationImproving fire resistance of existing concrete slabs by concrete topping
Improving fire resistance of existing concrete slabs by concrete topping Is EN 1992-1-2 annex E telling the truth, and can it be used? Tom Molkens StuBeCo bvba, Overpelt - Belgium Structures in Fire Forum
More informationInternational Journal of Scientific & Engineering Research, Volume 7, Issue 5, May ISSN
International Journal of Scientific & Engineering Research, Volume 7, Issue 5, May-2016 36 EXPERIMENTAL STUDY OF THE BEHAVIOUR OF INTERFACES BETWEEN CARBON FIBRE REINFORCED POLYMERS AND SC SOIL S. Subburaj
More informationFCP Short Course. Ductile and Brittle Fracture. Stephen D. Downing. Mechanical Science and Engineering
FCP Short Course Ductile and Brittle Fracture Stephen D. Downing Mechanical Science and Engineering 001-015 University of Illinois Board of Trustees, All Rights Reserved Agenda Limit theorems Plane Stress
More informationUNIVERSITY OF SASKATCHEWAN ME MECHANICS OF MATERIALS I FINAL EXAM DECEMBER 13, 2008 Professor A. Dolovich
UNIVERSITY OF SASKATCHEWAN ME 313.3 MECHANICS OF MATERIALS I FINAL EXAM DECEMBER 13, 2008 Professor A. Dolovich A CLOSED BOOK EXAMINATION TIME: 3 HOURS For Marker s Use Only LAST NAME (printed): FIRST
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 informationDesign of Beams (Unit - 8)
Design of Beams (Unit - 8) Contents Introduction Beam types Lateral stability of beams Factors affecting lateral stability Behaviour of simple and built - up beams in bending (Without vertical stiffeners)
More informationCRACK FORMATION AND CRACK PROPAGATION INTO THE COMPRESSION ZONE ON REINFORCED CONCRETE BEAM STRUCTURES
S. Kakay et al. Int. J. Comp. Meth. and Exp. Meas. Vol. 5 No. (017) 116 14 CRACK FORMATION AND CRACK PROPAGATION INTO THE COMPRESSION ZONE ON REINFORCED CONCRETE BEAM STRUCTURES SAMDAR KAKAY DANIEL BÅRDSEN
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 informationSTRESS. Bar. ! Stress. ! Average Normal Stress in an Axially Loaded. ! Average Shear Stress. ! Allowable Stress. ! Design of Simple Connections
STRESS! Stress Evisdom! verage Normal Stress in an xially Loaded ar! verage Shear Stress! llowable Stress! Design of Simple onnections 1 Equilibrium of a Deformable ody ody Force w F R x w(s). D s y Support
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 informationFire resistance assessment of composite steel-concrete structures
Workshop Structural Fire Design of Buildings according to the Eurocodes Brussels, 78 November 0 Fire resistance assessment of composite steelconcrete structures Basic design methods Worked examples CAJOT
More informationStrain Gauges and Accessories
Strain Gauges and Accessories Nurgül Er nurguel.er@hbm.com www.hbm.com 19.03.2008, Folie 1 Hottinger Baldwin Messtechnik GmbH Nurgül Er How to find the right strain gauge a wide range of of strain gauges
More informationMechanical Engineering Ph.D. Preliminary Qualifying Examination Solid Mechanics February 25, 2002
student personal identification (ID) number on each sheet. Do not write your name on any sheet. #1. A homogeneous, isotropic, linear elastic bar has rectangular cross sectional area A, modulus of elasticity
More informationBending and Shear in Beams
Bending and Shear in Beams Lecture 3 5 th October 017 Contents Lecture 3 What reinforcement is needed to resist M Ed? Bending/ Flexure Section analysis, singly and doubly reinforced Tension reinforcement,
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 informationDirect Design and Indirect Design of Concrete Pipe Part 2 Josh Beakley March 2011
Direct Design and Indirect Design of Concrete Pipe Part 2 Josh Beakley March 2011 Latest in Design Methods? AASHTO LRFD Bridge Design Specifications 2010 Direct Design Method for Concrete Pipe 1993? LRFD5732FlexuralResistance
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 informationEDEXCEL NATIONAL CERTIFICATE/DIPLOMA MECHANICAL PRINCIPLES AND APPLICATIONS NQF LEVEL 3 OUTCOME 1 - LOADING SYSTEMS TUTORIAL 3 LOADED COMPONENTS
EDEXCEL NATIONAL CERTIICATE/DIPLOMA MECHANICAL PRINCIPLES AND APPLICATIONS NQ LEVEL 3 OUTCOME 1 - LOADING SYSTEMS TUTORIAL 3 LOADED COMPONENTS 1. Be able to determine the effects of loading in static engineering
More informationEvaluation 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 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 information2/28/2006 Statics ( F.Robilliard) 1
2/28/2006 Statics (.Robilliard) 1 Extended Bodies: In our discussion so far, we have considered essentially only point masses, under the action of forces. We now broaden our considerations to extended
More informationDesign of Reinforced Concrete Beam for Shear
Lecture 06 Design of Reinforced Concrete Beam for Shear By: Prof Dr. Qaisar Ali Civil Engineering Department UET Peshawar drqaisarali@uetpeshawar.edu.pk 1 Topics Addressed Shear Stresses in Rectangular
More informationDepartment of Mechanics, Materials and Structures English courses Reinforced Concrete Structures Code: BMEEPSTK601. Lecture no. 6: SHEAR AND TORSION
Budapest University of Technology and Economics Department of Mechanics, Materials and Structures English courses Reinforced Concrete Structures Code: BMEEPSTK601 Lecture no. 6: SHEAR AND TORSION Reinforced
More informationBeam 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 informationObservational Methods and
Observational Methods and NATM System for Observational approach to tunnel design Eurocode 7 (EC7) includes the following remarks concerning an observational method. Four requirements shall all be made
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 informationNon-newtonian Rabinowitsch Fluid Effects on the Lubrication Performances of Sine Film Thrust Bearings
International Journal o Mechanical Engineering and Applications 7; 5(): 6-67 http://www.sciencepublishinggroup.com/j/ijmea doi:.648/j.ijmea.75.4 ISSN: -X (Print); ISSN: -48 (Online) Non-newtonian Rabinowitsch
More informationCritical problem in EB-FRP technique
Critical problem in EB-FRP technique Unle only a mall amount o FRP i ued, ull utilization o FRP material tenile trength cannot be realized. Failure o a trengthened member - a premature, udden and brittle
More informationFailure from static loading
Failure from static loading Topics Quiz /1/07 Failures from static loading Reading Chapter 5 Homework HW 3 due /1 HW 4 due /8 What is Failure? Failure any change in a machine part which makes it unable
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 informationAmerican Society for Testing and Materials (ASTM) Standards. Mechanical Testing of Composites and their Constituents
Mechanical Testing of Composites and their Constituents American Society for Testing and Materials (ASTM) Standards Tests done to determine intrinsic material properties such as modulus and strength for
More informationThermal loads on optical glass
Version October 2018 1 Introduction In some applications optical glasses have to endure thermal loads: Finishing procedures for optical elements like lenses, prisms, beam splitters and so on involve thermal
More informationIf you take CT5143 instead of CT4143 then write this at the first of your answer sheets and skip problem 4 and 6.
Delft University of Technology Faculty of Civil Engineering and Geosciences Structural Mechanics Section Write your name and study number at the top right-hand of your work. Exam CT4143 Shell Analysis
More informationA 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 information1. ARRANGEMENT. a. Frame A1-P3. L 1 = 20 m H = 5.23 m L 2 = 20 m H 1 = 8.29 m L 3 = 20 m H 2 = 8.29 m H 3 = 8.39 m. b. Frame P3-P6
Page 3 Page 4 Substructure Design. ARRANGEMENT a. Frame A-P3 L = 20 m H = 5.23 m L 2 = 20 m H = 8.29 m L 3 = 20 m H 2 = 8.29 m H 3 = 8.39 m b. Frame P3-P6 L = 25 m H 3 = 8.39 m L 2 = 3 m H 4 = 8.5 m L
More informationSOME 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 informationME Final Exam. PROBLEM NO. 4 Part A (2 points max.) M (x) y. z (neutral axis) beam cross-sec+on. 20 kip ft. 0.2 ft. 10 ft. 0.1 ft.
ME 323 - Final Exam Name December 15, 2015 Instructor (circle) PROEM NO. 4 Part A (2 points max.) Krousgrill 11:30AM-12:20PM Ghosh 2:30-3:20PM Gonzalez 12:30-1:20PM Zhao 4:30-5:20PM M (x) y 20 kip ft 0.2
More informationSeismic Pushover Analysis Using AASHTO Guide Specifications for LRFD Seismic Bridge Design
Seismic Pushover Analysis Using AASHTO Guide Specifications for LRFD Seismic Bridge Design Elmer E. Marx, Alaska Department of Transportation and Public Facilities Michael Keever, California Department
More informationModule 5: Theories of Failure
Module 5: Theories of Failure Objectives: The objectives/outcomes of this lecture on Theories of Failure is to enable students for 1. Recognize loading on Structural Members/Machine elements and allowable
More informationChapter 12. Static Equilibrium and Elasticity
Chapter 12 Static Equilibrium and Elasticity Static Equilibrium Equilibrium implies that the object moves with both constant velocity and constant angular velocity relative to an observer in an inertial
More informationProperties of Sections
ARCH 314 Structures I Test Primer Questions Dr.-Ing. Peter von Buelow Properties of Sections 1. Select all that apply to the characteristics of the Center of Gravity: A) 1. The point about which the body
More informationIntroduction to Engineering Materials ENGR2000. Dr. Coates
Introduction to Engineering Materials ENGR2 Chapter 6: Mechanical Properties of Metals Dr. Coates 6.2 Concepts of Stress and Strain tension compression shear torsion Tension Tests The specimen is deformed
More information