Ductile Detailing for Earthquake Resistant R C Structures. Dr. S. K. PRASAD Professor of Civil Engineering S.J. College of Engineering Mysore

Size: px
Start display at page:

Download "Ductile Detailing for Earthquake Resistant R C Structures. Dr. S. K. PRASAD Professor of Civil Engineering S.J. College of Engineering Mysore"

Transcription

1 Ductile Detailing for Earthquake Resistant R C Structures Dr. S. K. PRASAD Professor of Civil Engineering S.J. College of Engineering Mysore

2 Ductile Detailing Objective To provide adequate toughness and ductility to resist severe earthquake shocks without collapse IS : 1993 (Reaffirmed 2003) Code of Practice for Ductile detailing of reinforced concrete structures subjected to seismic forces 2

3 Ductile Detailing Where is this required? Structure in Seismic Zone IV or V. Structure in Seismic Zone III with Importance factor (I) greater than 1.0. Structure in Seismic Zone III and is an industrial structure, and Structure is located in Seismic Zone III and is more than five storeys high. 3

4 Ductile Detailing Design of structures : IS : (modified by the provisions of IS : 1993) All structural buildings Grade of concrete: Minimum f ck = 20 MPa Grade of steel : Fe 415 or less shall be used 4

5 Flexural member Two types of Damage Flexure Shear Flexural failure is preferred 5

6 1 Ductile Detailing Flexural members Factored axial stress under earthquake loading 0.1 fck. Preferably width to depth ratio > 0.3. Width, b 200 mm. Depth, D ¼ of clear span. 6

7 1 Ductile Detailing Flexural members LONGITUDINAL REINFORCEMENT At least two bars throughout the member length at both top and bottom. Tension steel ratio on any face at any section Maximum steel ratio on any face at any section Positive steel at a joint face steel at that face. half the negative 7

8 Flexural detailing 8

9 1 Ductile Detailing Flexural members LONGITUDINAL REINFORCEMENT Contd. Steel provided at each of top and bottom face of member at any section along its length 1/4 of maximum negative steel provided at the face of either joint 9

10 1 Ductile Detailing Flexural members LONGITUDINAL REINFORCEMENT Contd. External Joint For both the top and bottom bars of the beam Anchorage length = L d + 10 dia - allowance for 90 degree bends. 10

11 Anchorage of beam bars in exterior joints 11

12 1 Ductile Detailing Flexural members LONGITUDINAL REINFORCEMENT Contd. Internal Joint For both faces of beam, bars shall be taken continuously through the column. 12

13 Failure at internal joint Shear failure of R C beam column joint during the 1985 Mexico earthquake when beam bars are 13 passed outside the column cross section (EERI)

14 1 Ductile Detailing Flexural members LONGITUDINAL REINFORCEMENT Contd. Splicing In region of splicing of longitudinal bars Hoops to be provided over the entire splice length, at a spacing not exceeding 150 mm Lap length shall not be less than the bar development in tension 14

15 Splicing or lapping of longitudinal bars 15

16 1 Ductile Detailing Flexural members Splicing of Longitudinal Reinforcement Contd. Lap splices shall not be provided 1. Within a joint 2. Within a distance of 2d from joint face, and 3. Within a quarter length of the member where flexural yielding may generally occur under the effect of earthquake forces. Not more than 50 percent of the bars shall be spliced at one section. 16

17 1 Flexural members WEB REINFORCEMENT Shall consist of vertical hoops. Closed stirrup having a hook with a 10 dia extension ( min of 75 mm) that is embedded in the confined core 17

18 Vertical Stirrups 18

19 Vertical Stirrups 19

20 1 Flexural members WEB REINFORCEMENT In compelling circumstances, it may also be made of TWO pieces of reinforcement; a U stirrup with a having a hook and a 10 dia extension ( min of 75 mm), and a crosstie. 20

21 1 Flexural members WEB REINFORCEMENT Crosstie bar having a hook and a 10 dia extension ( min of 75 mm) at each end. The hooks shall engage peripheral longitudinal bars. Minimum bar dia for hoops For spans less than 5 m is 6 mm For spans more than 5 m is 8 mm Contribution of bent up bars and inclined hoops to resist shear shall not be considered. 21

22 1 Flexural members WEB REINFORCEMENT 22

23 1 Flexural members WEB REINFORCEMENT 23

24 1 Flexural members Spacing of hoops a) At either end of the beam Over a length of 2d, spacing shall not exceed d/4 8 times the dia of smallest longitudinal bar Minimum spacing is 100 mm First loop 50 mm from joint face 24

25 1 Flexural members Spacing of hoops b) On either side of a section where flexural yielding may occur Over a length of 2d, spacing shall not exceed d/4 8 times the dia of smallest longitudinal bar c) Elsewhere Spacing d/2 25

26 1 Columns and Frame Members Factored axial stress under earthquake loading 0.1 fck. Minimum Dimension 200 mm. In frames which have beams of span > 5m, Minimum dimension 300 mm For columns having unsupported length > 4m, Minimum dimension 300 mm Preferably b/d ratio >

27 1 Columns and Frame Members LONGITUDINAL REINFORCEMENT Lap Splicing Shall be provided only in the central half of the member length Length = Tension splice Hoops to be provided over the entire splice length Spacing of hoops 150 mm Not more than 50 percent of the bars shall be spliced at one section. 27

28 1 Columns and Frame Members LONGITUDINAL REINFORCEMENT Any area that extends more than 100 mm beyond the confined core due to architectural requirements shall be detailed as follows: Structural Minimum longitudinal and transverse reinforcement as per IS : 1993 Non-structural as per IS

29 1 Columns and Frame Members TRANSVERSE REINFORCEMENT Circular columns Rectangular columns - Spiral or circular hoops - Rectangular hoops Closed Stirrups hook with a 10 dia extension ( min of 75 mm) that is embedded in the confined core Spacing of parallel legs of rectangular hoops 300 mm Provide crosstie if the length of any side of the hoop is > 300 mm 29

30 Ties or hoops 30

31 1 Columns and Frame Members TRANSVERSE REINFORCEMENT Closed Stirrups 31

32 1 Columns and Frame Members TRANSVERSE REINFORCEMENT Alternative Closed Stirrups A pair of overlapping hoops may be provided Spacing of hoops b/2, where b = least dimension 32

33 Shear failure Large spacing of ties and lack of 135 o hook ends caused brittle failure during 2001 Bhuj earthquake spacing 33

34 Cross ties 34

35 Columns and Frame Members TRANSVERSE REINFORCEMENT Special Confining Reinforcement Shall be provided over a length l 0 from each joint face towards midspan l 0 on either side of any section where flexural yielding may occur under the effect of earthquake forces The length of l 0 shall not be less than larger lateral dimension of the member 1/6 of clear span of the member, and 450 mm 35

36 Columns and Joint Detailing 36

37 Beam column joint Critical - Need to be designed properly 37

38 Beam column joint Closed loop ties in beam column joints will resist the ill effects of distortion of joints 38

39 Beam column joint Providing horizontal ties at joints Three stage procedure 39

40 Reinforcement details for Shear Wall

41 Columns and Frame Members TRANSVERSE REINFORCEMENT Special Confining Reinforcement Column terminates into a footing or mat, special confining reinforcement shall extend at least 300 mm into the footing or mat. 41

42 Columns and Frame Members TRANSVERSE REINFORCEMENT Special Confining Reinforcement Spacing of hoops used as special confining reinforcement 1/4 of minimum member dimension. minimum 75 mm shall not be more than 100 mm 42

43 Columns and Frame Members TRANSVERSE REINFORCEMENT Special Confining Reinforcement Area of cross section, A sh, of the bar forming circular hoops or spiral is Area of cross section, Ash, of the bar forming rectangular hoops is 43

44 Joints of Frames TRANSVERSE REINFORCEMENT Special confining reinforcement as required at the end of the column shall be provided through the joint as well. For joints which have beams framing into all vertical faces of it where each beam width is at least 3/4 of the column width provide half the special confining reinforcement required at the end of the column. Spacing of hoops 150 mm. 44

45 Shear Walls Resist lateral forces coming on structures Thickness 150 mm Reinforcement in longitudinal and transverse directions Minimum pt = 0.25% of gross area If wall thickness is > 200 mm, reinforcement shall be provided in two curtains. Diameter of bars 1/10 of wall thickness. Spacing should be the least of l w /5 3 t w, and 450 mm where, l w is the horizontal length of wall, and t w is the thickness of the wall. 45

46 Joints of Frames TRANSVERSE REINFORCEMENT Special confining reinforcement as required at the end of the column shall be provided through the joint as well. For joints which have beams framing into all vertical faces of it where each beam width is at least 3/4 of the column width provide half the special confining reinforcement required at the end of the column. Spacing of hoops 150 mm. 46

47 IS : 1993 Requirements of detailing R C structures to give adequate toughness and ductility to resist earthquake shocks better without collapse. Particularly necessary in structures located in Zones 3, 4 and 5. Distinction between Toughness & Resilience. Steps to enhance ductility and toughness in R C structures

48 Horizontal earthquake force 48

49 Structural action under earthquake 49

50 Earthquake shaking reverses tension and compression in members. Reinforcement is required in both faces of members 50

51 Columns should be stronger than beams Two distinct designs of building that result in different earthquake performances 51

52 52

Seismic Detailing of RC Structures (IS: )

Seismic Detailing of RC Structures (IS: ) Seismic Detailing of RC Structures (IS:13920-1993) Sudhir K Jain Indian Institute of Technology Gandhinagar November 2012 1 Outline This lecture covers: Covers important clauses of IS13920 With particular

More information

Special Reinforced Concrete Structural Walls

Special Reinforced Concrete Structural Walls 135 Special Reinforced Concrete Structural Walls The requirements of this section apply to special reinforced concrete structural walls serving as part of the earthquake force-resisting system. Shear Strength:

More information

Supplemental Plan Check List for Concrete Special Moment Resisting Frame

Supplemental Plan Check List for Concrete Special Moment Resisting Frame Plan Check / PCIS Application Number: Your feedback is important, please visit our website to complete a Customer Survey at /LADBSWeb/customer-survey.jsf. If you have any questions or need clarification

More information

DUCTILITY REQUIREMENTS FOR BUILDINGS

DUCTILITY REQUIREMENTS FOR BUILDINGS DUCTILITY REQUIREMENTS FOR BUILDINGS Prof. P. C. Vasani, Applied Mechanics Department, L. D. College of Engineering, Ahmedabad 380015. profvasani@rediffmail.com Bhumika B. Mehta M. E. CIVIL - (CASAD) Sem

More information

> 0. 1 f, they are treated as beam-columns.

> 0. 1 f, they are treated as beam-columns. 223 A- Flexural Members (Beams) of Special Moment Frames Requirements of ACI 21.5 are applicable for special moment frame members proportioned primarily to resist flexure with factored axial forces 0.

More information

Seismic Behaviour of RC Shear Walls

Seismic Behaviour of RC Shear Walls Ductile Detailing of RC Structures :: IS:13920-1993 1993 Short Course on Seismic Design of RC Structures Durgesh C. Rai Department of Civil Engineering, IIT Kanpur The material contained in this lecture

More information

Ground + 4 floor RCC frame structure in Goa Floor to floor height is 3.0m Plan dimension, 24.0 m x 13.5 m SBC = 20 t/sqm, hard Strata is consider for

Ground + 4 floor RCC frame structure in Goa Floor to floor height is 3.0m Plan dimension, 24.0 m x 13.5 m SBC = 20 t/sqm, hard Strata is consider for Ground + 4 floor RCC frame structure in Goa Floor to floor height is 3.0m Plan dimension, 24.0 m x 13.5 m SBC = 20 t/sqm, hard Strata is consider for seismic analysis Analysis done using structural designing

More information

COLUMNS 1- Definition: The Egyptian code defines columns as : 2- Types of concrete columns

COLUMNS 1- Definition: The Egyptian code defines columns as : 2- Types of concrete columns COLUMNS 1- Definition: Columns are vertical compression members which carry primarily axial compression load; the axial load may be associated with bending moments in one or two directions, as shown in

More information

SECTION H COLUMNS SUBJECTED TO FLEXURE AND AXIAL

SECTION H COLUMNS SUBJECTED TO FLEXURE AND AXIAL 95 This paper isthe result of deliberations of the Society's discussion group on SEISMIC DESIGN OF DUCTILE MOMENT RESISTING REINFORCED CONCRETE FRAMES SECTION H COLUMNS SUBJECTED TO FLEXURE AND AXIAL R.

More information

VTU EDUSAT PROGRAMME Lecture Notes on Design of Stair cases

VTU EDUSAT PROGRAMME Lecture Notes on Design of Stair cases VTU EDUSAT PROGRAMME 17 2012 Lecture Notes on Design of Stair cases DESIGN OF RCC STRUCTURAL ELEMENTS - 10CV52 (PART B, UNIT 8) Dr. M. C. Nataraja Professor, Civil Engineering Department, Sri Jayachamarajendra

More information

CIVIL ENGINEERING YEAR QUESTION BANK

CIVIL ENGINEERING YEAR QUESTION BANK CE 6505-DESIGN OF RC ELEMENTS CIVIL ENGINEERING SEM- V YEAR 2015-16 STAFF NAME: THIVAKAR.S A/P QUESTION BANK Subject Name: DESIGN OF RC ELEMENTS Subject Code: CE6505 PART-A UNIT I 1. What are the advantages

More information

NON ENGINEERED REINFORCED CONCRETE BUILDINGSS

NON ENGINEERED REINFORCED CONCRETE BUILDINGSS Chapter 8 NON ENGINEERED REINFORCED CONCRETE BUILDINGS 8.1 INTRODUCTION With the spread of reinforced concrete construction to semi-urban and rural area in various countries, often buildings are constructed

More information

Seismic Behavior of Beam Column Joints in Reinforced Concrete Moment Resisting Frames

Seismic Behavior of Beam Column Joints in Reinforced Concrete Moment Resisting Frames Document No. :: IITK-GSDMA-EQ32-V1.0 Final Report :: A - Earthquake Codes IITK-GSDMA Project on Building Codes Seismic Behavior of Beam Column Joints in Reinforced Concrete Moment Resisting Frames by Dr.S.R.Uma

More information

Seismic Design and Retrofit. Reginald DesRoches Professor and Associate Chair Georgia Institute of Technology

Seismic Design and Retrofit. Reginald DesRoches Professor and Associate Chair Georgia Institute of Technology Seismic Design and Retrofit Detailing Fundamentals Reginald DesRoches Professor and Associate Chair Georgia Institute of Technology Learning Outcomes List the types of detailing that increase a bridges

More information

KSK COLLEGE OF ENGINEERING AND TECHNOLOGY DEPARTMENT OF CIVIL ENGINEERING CE 2505-DESIGN OF RC ELEMENTS QUESTION BANK

KSK COLLEGE OF ENGINEERING AND TECHNOLOGY DEPARTMENT OF CIVIL ENGINEERING CE 2505-DESIGN OF RC ELEMENTS QUESTION BANK KSK COLLEGE OF ENGINEERING AND TECHNOLOGY DEPARTMENT OF CIVIL ENGINEERING CE 2505-DESIGN OF RC ELEMENTS QUESTION BANK PARTA UNIT I 1. What are the advantages of limit state method over working stress and

More information

DESIGN OF GRAVITY-LOAD RESISTING FRAMES FOR SEISMIC DISPLACEMENT DEMANDS

DESIGN OF GRAVITY-LOAD RESISTING FRAMES FOR SEISMIC DISPLACEMENT DEMANDS 10NCEE Tenth U.S. National Conference on Earthquake Engineering Frontiers of Earthquake Engineering July 21-25, 2014 Anchorage, Alaska DESIGN OF GRAVITY-LOAD RESISTING FRAMES FOR SEISMIC DISPLACEMENT DEMANDS

More information

Experimental Study on behavior of Interior RC Beam Column Joints Subjected to Cyclic Loading P.Rajaram 1 A.Murugesan 2 and G.S.

Experimental Study on behavior of Interior RC Beam Column Joints Subjected to Cyclic Loading P.Rajaram 1 A.Murugesan 2 and G.S. Experimental Study on behavior of Interior RC Beam Column Joints Subjected to Cyclic Loading P.Rajaram 1 A.Murugesan 2 and G.S.Thirugnanam 3 1 P.G.Student, Department of Civil Engineering, Institute of

More information

A Guide for the Interpretation of Structural Design Options for Residential Concrete Structures

A Guide for the Interpretation of Structural Design Options for Residential Concrete Structures CFA Technical Note: 008-2010 A Guide for the Interpretation of Structural Design Options for Residential Concrete Structures CFA Technical This CFA Technical Note is intended to serve as a guide to assist

More information

3. Bond, Anchorage and Shear This chapter will discuss the following topics:

3. Bond, Anchorage and Shear This chapter will discuss the following topics: 3. Bond, Anchorage and Shear This chapter will discuss the following topics: Outline the theory of calculating the anchorage bond length. Determination of anchorage bond length, tension lap length and

More information

Identifying The Problem

Identifying The Problem FLEXURAL DESIGN, _~ê= development, hooked bars UNIVERSITY OF WISCONSIN STOUT COLLEGE OF SCIENCE, TECHNOLOGY, ENGINEERING, AND MATHEMATICS LECTURE IV Dr. Jason E. Charalambides = = Identifying The Problem

More information

Deformation Capacity of RC Structural Walls without Special Boundary Element Detailing

Deformation Capacity of RC Structural Walls without Special Boundary Element Detailing Proceedings of the Tenth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Pacific 6-8 November 2015, Sydney, Australia Deformation Capacity of RC Structural Walls without Special

More information

USE OF CFRP ANCHORS TO STRENGTHEN LAP SPLICES OF RECTANGULAR RC COLUMNS

USE OF CFRP ANCHORS TO STRENGTHEN LAP SPLICES OF RECTANGULAR RC COLUMNS US OF CFRP ANCHORS TO STRNGTHN LAP SPLICS OF RCTANGULAR RC COLUMNS Insung KIM 1 James O. JIRSA 2 Oguzhan BAYRAK 3 1 2 3 Degenkolb ngineers, San Francisco, USA Department of Civil ngineering, The University

More information

Strength Design of Reinforced Concrete Structures

Strength Design of Reinforced Concrete Structures Chapter 6 Strength Design of Reinforced Concrete Structures 6.1 Analysis and Design General Considerations 6.1.1 Convention and Notation Unless otherwise explicitly stated, the following units shall be

More information

Upgrading the shear strength of non-ductile reinforced concrete frame connections using FRP overlay systems

Upgrading the shear strength of non-ductile reinforced concrete frame connections using FRP overlay systems Upgrading the shear strength of non-ductile reinforced concrete frame connections using FRP overlay systems Mohamad J. Terro Associate Professor. Civil Engineering Department, Kuwait University. Sameer

More information

Eurocode 8 Timber and Masonry structures

Eurocode 8 Timber and Masonry structures Brussels, 18-20 February 2008 Dissemination of information workshop 1 Eurocode 8 Timber and Masonry structures E C Carvalho, Chairman TC250/SC8 Brussels, 18-20 February 2008 Dissemination of information

More information

USE OF 500 GRADE STEEL IN THE DESIGN OF REINFORCED CONCRETE SLAB. Prof. M. Shafiul Bari, Ph.D Department of Civil Engg., BUET

USE OF 500 GRADE STEEL IN THE DESIGN OF REINFORCED CONCRETE SLAB. Prof. M. Shafiul Bari, Ph.D Department of Civil Engg., BUET 1.0 Introduction USE OF 500 GRADE STEEL IN THE DESIGN OF REINFORCED CONCRETE SLAB Prof. M. Shafiul Bari, Ph.D Department of Civil Engg., BUET There is growing interest within the reinforced concrete industry

More information

Reinforced concrete elevated service reservoirs in earthquake prone region

Reinforced concrete elevated service reservoirs in earthquake prone region Reinforced concrete elevated service reservoirs in earthquake prone region S K Hirde*, Government College of Engineering, India S S Kulkani, Consultant, India 26th Conference on OUR WORLD IN CONCRETE &

More information

Investigation on Behaviour of Reinforced Concrete Beam Column Joints Retrofitted with FRP Wrapping

Investigation on Behaviour of Reinforced Concrete Beam Column Joints Retrofitted with FRP Wrapping International Journal of Civil Engineering Research. ISSN 2278-3652 Volume 5, Number 3 (2014), pp. 289-294 Research India Publications http://www.ripublication.com/ijcer.htm Investigation on Behaviour

More information

SEISMIC PERFORMANCE AND RETROFIT OF BRIDGE FOOTINGS. David I. McLean 1

SEISMIC PERFORMANCE AND RETROFIT OF BRIDGE FOOTINGS. David I. McLean 1 Abstract SEISMIC PERFORMANCE AND RETROFIT OF BRIDGE FOOTINGS David I. McLean 1 This study investigated retrofitting measures for improving the seismic performance of the foundations of existing bridges.

More information

INHERENT DUCTILITY OF REINFORCED CONCRETE SHEAR WALLS WITH NON-SEISMIC DETAILING

INHERENT DUCTILITY OF REINFORCED CONCRETE SHEAR WALLS WITH NON-SEISMIC DETAILING INHERENT DUCTILITY OF REINFORCED CONCRETE SHEAR WALLS WITH NON-SEISMIC DETAILING J. S. Kuang*, Hong Kong University of Science and Technology, Hong Kong Y. B. Ho, Hong Kong University of Science and Technology,

More information

Effect of beam dimensions on structural performance of wide beam-column joints

Effect of beam dimensions on structural performance of wide beam-column joints Effect of beam dimensions on structural performance of wide beam-column joints J.S. Kuang 1) and *Wing Shan Kam 2) 1), 2) Department of Civil and Environmental Engineering, Hong Kong University of Science

More information

Revise Sections through of Part 1 of the 2009 Provisions as follows:

Revise Sections through of Part 1 of the 2009 Provisions as follows: PROPOSAL - (00) SCOPE: Sec.. Concrete Sec... Additional Detailing Requirements for Concrete Piles PROPOSAL FOR CHANGE: Revise Sec... and Sec.... of Part of the 00 Provisions as follows:.. Additional Detailing

More information

Modelling of RC moment resisting frames with precast-prestressed flooring system

Modelling of RC moment resisting frames with precast-prestressed flooring system Modelling of RC moment resisting frames with precast-prestressed flooring system B.H.H. Peng, R.P. Dhakal, R.C. Fenwick & A.J. Carr Department of Civil Engineering, University of Canterbury, Christchurch.

More information

Bundled bars: ACI Clause to has specified some restrictions. Also see clause for cover requirement.

Bundled bars: ACI Clause to has specified some restrictions. Also see clause for cover requirement. Bundled bars: IS CODE 456:2000 26.1.1 Bars may be arranged singly, or in pairs in contact, or in groups of three or four bars bundled in contact. Bundled bars shall be enclosed within stirrups or ties.

More information

Improving Seismic Safety of RC Elements by Using Advantages of Rectangular Spiral Stirrups

Improving Seismic Safety of RC Elements by Using Advantages of Rectangular Spiral Stirrups Improving Seismic Safety of RC Elements by Using Advantages of Rectangular Spiral Stirrups Cornel Doniga & Gabriela M. Atanasiu Technical University Gheorghe Asachi of Iasi, Romania SUMMARY: In the last

More information

Sabah Shawkat Cabinet of Structural Engineering 2017

Sabah Shawkat Cabinet of Structural Engineering 2017 3.1-1 Continuous beams Every building, whether it is large or small, must have a structural system capable of carrying all kinds of loads - vertical, horizontal, temperature, etc. In principle, the entire

More information

NONLINEAR FINITE ELEMENT ANALYSIS OF NON- SEISMICALLY DETAILED INTERIOR RC BEAM-COLUMN CONNECTION UNDER REVERSED CYCLIC LOAD

NONLINEAR FINITE ELEMENT ANALYSIS OF NON- SEISMICALLY DETAILED INTERIOR RC BEAM-COLUMN CONNECTION UNDER REVERSED CYCLIC LOAD AJSTD Vol. 24 Issue 4 pp. 369-386 (2007) NONLINEAR FINITE ELEMENT ANALYSIS OF NON- SEISMICALLY DETAILED INTERIOR RC BEAM-COLUMN CONNECTION UNDER REVERSED CYCLIC LOAD Teeraphot Supaviriyakit, Amorn Pimanmas

More information

This final draft of the fib MC2010 has not been published; it is intended only for the purpose of voting by the General Assembly.

This final draft of the fib MC2010 has not been published; it is intended only for the purpose of voting by the General Assembly. 7 Design 382 In the case of combined action of torsion, bending and shear force in a solid section, the core within the idealised hollow cross-section may be used for the transmission of the shear forces.

More information

Bijan Khaleghi, Ph, D. P.E., S.E.

Bijan Khaleghi, Ph, D. P.E., S.E. 0 Submission date: July, 0 Word count: 0 Author Name: Bijan Khaleghi Affiliations: Washington State D.O.T. Address: Linderson Way SW, Tumwater WA 0 INTEGRAL BENT CAP FOR CONTINUOUS PRECAST PRESTRESSED

More information

Pile to Slab Bridge Connections

Pile to Slab Bridge Connections Pile to Slab Bridge Connections Mohamed I. Ayoub 1, David H. Sanders 2 and Ahmed Ibrahim 3 Abstract Slab bridges are a common bridge type, where the pile extends directly from the ground to the superstructure.

More information

CBC SECTION/TABLE NUMBER NEW -CHANGE COMMENTARY. X Flexible and Rigid definitions removed and found in ASCE 7-10

CBC SECTION/TABLE NUMBER NEW -CHANGE COMMENTARY. X Flexible and Rigid definitions removed and found in ASCE 7-10 2016 Chapter 16 Structural Design- Changes include new plan content requirements for Photovoltaic Panel Systems as well as guidance on how to determine the dead and live loads. For mid- and high-rise designs

More information

Lintel Tables Design Notes and Limitations

Lintel Tables Design Notes and Limitations LINTEL TABLES Lintel Tables Design Notes and Limitations 1. These tables apply to one and two family residential structures only that conform to the requirements of the 2006, 2009 or 2012 International

More information

Bridge reinforced concrete column limit state definition

Bridge reinforced concrete column limit state definition Bridge reinforced concrete column limit state definition Danusa H. Tavares Authors: D. H. Tavares, L. I. Cardona and P. Paultre Earthquake Engineering and Structural Dynamics Research Center Centre de

More information

Reinforced concrete beam-column joints with lap splices under cyclic loading

Reinforced concrete beam-column joints with lap splices under cyclic loading Structural Engineering and Mechanics, Vol. 14, No. 6 (2002) 000-000 1 Reinforced concrete beam-column joints with lap splices under cyclic loading Athanasios I. Karabinis Department of Civil Engineering,

More information

The Art of Construction and The Design. Direct, rebar chair.

The Art of Construction and The Design. Direct, rebar chair. The Art of Construction and The Design Direct, rebar chair. Prefabricated element, made out of a thin steel rebar with plastic tipped legs in order to prevent corrosion of the support area between the

More information

Response of columns and joints with spiral shear reinforcement

Response of columns and joints with spiral shear reinforcement Computational Methods and Experimental Measurements XII 455 Response of columns and joints with spiral shear reinforcement C. Karayannis & G. Sirkelis Department of Civil Engineering, Democritus University

More information

DESIGN OF WALLS FOR SHEAR

DESIGN OF WALLS FOR SHEAR mortarless masonry Design Manual Part 3 (IS 456:2000) Section 5 Page: 1 SECTION 5. DESIGN OF WALLS FOR SHEAR Shear walls: Load-bearing walls are mostly designed to carry axial compression loads, however

More information

RESEARCH ON SEISMIC RETROFIT OF EARTHQUAKE-DAMAGED AND SEISMIC-DEFICIENT STRUCTURES USING FIBRE-REINFORCED POLYMER (FRP) TECHNOLOGY

RESEARCH ON SEISMIC RETROFIT OF EARTHQUAKE-DAMAGED AND SEISMIC-DEFICIENT STRUCTURES USING FIBRE-REINFORCED POLYMER (FRP) TECHNOLOGY Konferensi Nasional Teknik Sipil 3 (KoNTekS 3) Jakarta, 6 7 Mei 2009 RESEARCH ON SEISMIC RETROFIT OF EARTHQUAKE-DAMAGED AND SEISMIC-DEFICIENT STRUCTURES USING FIBRE-REINFORCED POLYMER (FRP) TECHNOLOGY

More information

mortarless Design Manual Part 1 (AS 3600:2009) Section 1 Page 1 AS 3600:2009 PLAIN AND REINFORCED CONCRETE - CODE OF PRACTICE

mortarless Design Manual Part 1 (AS 3600:2009) Section 1 Page 1 AS 3600:2009 PLAIN AND REINFORCED CONCRETE - CODE OF PRACTICE SECTION 1. mortarless Design Manual Part 1 (AS 3600:2009) Section 1 Page 1 AS 3600:2009 PLAIN AND REINFORCED CONCRETE - CODE OF PRACTICE 1.1 Overview of AS 3600:2009 AS 3600:2009 is the latest Australian

More information

Flat Slabs. d 2. A typical flat slab (without drop and column head)

Flat Slabs. d 2. A typical flat slab (without drop and column head) 1 CHAPTER Flat Slabs 1.1 INTRDUCTIN Common practice of design and construction is to support the slabs by beams and support the beams by columns. This may be called as beam-slab construction. The beams

More information

5.4 Analysis for Torsion

5.4 Analysis for Torsion 5.4 Analysis for Torsion This section covers the following topics. Stresses in an Uncracked Beam Crack Pattern Under Pure Torsion Components of Resistance for Pure Torsion Modes of Failure Effect of Prestressing

More information

DIVISION: CONCRETE SECTION: REINFORCING STEEL REPORT HOLDER: MMFX TECHNOLOGIES A COMMERCIAL METALS COMPANY

DIVISION: CONCRETE SECTION: REINFORCING STEEL REPORT HOLDER: MMFX TECHNOLOGIES A COMMERCIAL METALS COMPANY 0 Most Widely Accepted and Trusted ICC ES Evaluation Report ICC ES 000 (800) 423 6587 (562) 699 0543 www.icc es.org ESR 2107 Reissued 02/2018 This report is subject to renewal 01/2019. DIVISION: 03 00

More information

10. Calculation of the quantity of Rebar material

10. Calculation of the quantity of Rebar material 10. Calculation of the quantity of Rebar material 1) Extra of rebar In case of deformed bar, extra is 3% in general when including fixed & splice length of rebar, however, it is proportional to bar size.

More information

ANALYTICAL STUDY OF ECCENTRIC BEAM COLOUMN JOINT

ANALYTICAL STUDY OF ECCENTRIC BEAM COLOUMN JOINT ANALYTICAL STUDY OF ECCENTRIC BEAM COLOUMN JOINT Mr.Dattatreya Nikam, Prof.Jayant.S.Kanase 1 Student of M.E.(Structural Engineering, Trinity college of Engineering & Research, Pisoli. Pune, Savitribai

More information

HILTI HY 150 REBAR DESIGN GUIDE

HILTI HY 150 REBAR DESIGN GUIDE HILTI HY 150 REBAR DESIGN GUIDE HILTI HY 150 REBAR DESIGN GUIDE 1 HY150 Rebar Dowelling using Limit States Concrete Design ( A23.3-94) The design method presented here was originally based on Eurocode

More information

CYCLIC BEHAVIOR OF SLENDER R/C COLUMNS WITH INSUFFICIENT LAP SPLICE LENGTH

CYCLIC BEHAVIOR OF SLENDER R/C COLUMNS WITH INSUFFICIENT LAP SPLICE LENGTH CYCLIC BEHAVIOR OF SLENDER R/C COLUMNS WITH INSUFFICIENT LAP SPLICE LENGTH S.Eshghi 1 and V.Zanjanizadeh 2 1 Assistant Professor of International Institute of Earthquake Engineering and Seismology (IIEES),

More information

CYCLIC RESPONSE OF RC HOLLOW BOX BRIDGE COLUMNS STRENGTHENED USING CFRP AND RC JACKETING

CYCLIC RESPONSE OF RC HOLLOW BOX BRIDGE COLUMNS STRENGTHENED USING CFRP AND RC JACKETING CYCLIC RESPONSE OF RC HOLLOW BOX BRIDGE COLUMNS STRENGTHENED USING CFRP AND RC JACKETING Tatjana ISAKOVIC Professor University or Ljubljana, Faculty of Civil and Geodetic Engineering Jamova 2, 1000 Ljubljana,

More information

Effect of Cracked Section on Lateral Response of Reinforced Concrete Flanged Beams

Effect of Cracked Section on Lateral Response of Reinforced Concrete Flanged Beams Vol.2, Issue.5, Sep-Oct. 212 pp-3384-3389 ISSN: 2249-6645 Effect of Cracked Section on Lateral Response of Reinforced Concrete Flanged Beams Wakchaure M. R. 1, Varpe Charulata S. 2 1(Asso.Professor. Civil

More information

Tips For Designing Constructable Concrete Buildings

Tips For Designing Constructable Concrete Buildings Tips For Designing Constructable Concrete Buildings by Clifford Schwinger, P.E. The Harman Group, Structural Engineers King of Prussia, Pa. Structural Engineers Association of Ohio Annual Conference Presentation

More information

1 Exam Prep Placing Reinforcing Bars Tabs and Highlights

1 Exam Prep Placing Reinforcing Bars Tabs and Highlights 1 Exam Prep Placing Reinforcing Bars Tabs and s These 1 Exam Prep Tabs are based on the CRSI Placing Reinforcing Bars Recommended Practices, 9 th Edition. Each 1 Exam Prep tabs sheet has five rows of tabs.

More information

SEISMIC ANALYSIS OF SIX STOREYED RC FRAMED BUILDING WITH BRACING SYSTEMS

SEISMIC ANALYSIS OF SIX STOREYED RC FRAMED BUILDING WITH BRACING SYSTEMS SEISMIC ANALYSIS OF SIX STOREYED RC FRAMED BUILDING WITH BRACING SYSTEMS ABSTRACT Megha Kalra Assistant Professor, The North Cap University, Gurgaon(India) Multistoreyed buildings are most affected by

More information

Behaviour of Corner Beam Column Joint with Rectangular Spiral Reinforcement and Longitudinal FRP Bars

Behaviour of Corner Beam Column Joint with Rectangular Spiral Reinforcement and Longitudinal FRP Bars Behaviour of Corner Beam Column Joint with Rectangular Spiral Reinforcement and Longitudinal FRP Bars Athira P 1, Remya Raju 2 1, 2 Department of Civil Engineering, Ilahia College of Engineering & Technology,

More information

Footings GENERAL CONSIDERATIONS 15.2 LOADS AND REACTIONS 15.4 MOMENT IN FOOTINGS

Footings GENERAL CONSIDERATIONS 15.2 LOADS AND REACTIONS 15.4 MOMENT IN FOOTINGS 4 Footings GENERAL CONSIDERATIONS Provisions of Chapter 15 apply primarily for design of footings supporting a single column (isolated footings) and do not provide specific design provisions for footings

More information

SHEAR STRENGTH CAPACITY OF PRESTRESSED CONCRETE BEAM- COLUMN JOINT FOCUSING ON TENDON ANCHORAGE LOCATION

SHEAR STRENGTH CAPACITY OF PRESTRESSED CONCRETE BEAM- COLUMN JOINT FOCUSING ON TENDON ANCHORAGE LOCATION th World Conference on Earthquake Engineering Vancouver, B.C., Canada August -6, Paper No. SHEAR STRENGTH CAPACITY OF PRESTRESSED CONCRETE BEAM- COLUMN JOINT FOCUSING ON TENDON ANCHORAGE LOCATION Wei YUE,

More information

SEISMIC RETROFIT OF A TYPICAL REINFORCED CONCRETE BUILDING THROUGH FRP JACKETING OF EXTENDED RECTANGULAR COLUMNS

SEISMIC RETROFIT OF A TYPICAL REINFORCED CONCRETE BUILDING THROUGH FRP JACKETING OF EXTENDED RECTANGULAR COLUMNS 6 th International Conference on Advanced Composite Materials in Bridges and Structures 6 ième Conférence Internationale sur les matériaux composites d avant-garde pour ponts et charpentes Kingston, Ontario,

More information

EXPERIMENTAL STUDY AND ACTUAL STRUCTURE DESIGNING OF LOOP JOINT USED FOR SEGMENTED PRECAST CONCRETE BRIDGE PIER AND CAISSON.

EXPERIMENTAL STUDY AND ACTUAL STRUCTURE DESIGNING OF LOOP JOINT USED FOR SEGMENTED PRECAST CONCRETE BRIDGE PIER AND CAISSON. EXPERIMENTAL STUDY AND ACTUAL STRUCTURE DESIGNING OF LOOP JOINT USED FOR SEGMENTED PRECAST CONCRETE BRIDGE PIER AND CAISSON. Abstract Nobuaki Arai 1 Hiroshi Shima 2 Masahiro Nakai 3 Generally, the pre-cast

More information

SUSTAINABLE CONCRETE COLUMNS WITH INNOVATIVE MULTI-SPIRAL SHEAR REINFORCEMENT ABSTRACT

SUSTAINABLE CONCRETE COLUMNS WITH INNOVATIVE MULTI-SPIRAL SHEAR REINFORCEMENT ABSTRACT SUSTAINABLE CONCRETE COLUMNS WITH INNOVATIVE MULTI-SPIRAL SHEAR REINFORCEMENT Samuel Y. L. Yin a, Raymond Wang b, and Tony C. Liu c ABSTRACT Lateral reinforcement used to provide shear strength, concrete

More information

Inclined struts variation and its effect in reinforced concrete design

Inclined struts variation and its effect in reinforced concrete design Inclined struts variation and its effect in reinforced concrete design R. Farhat N. Gluck and U. Tzadka Civil Engineering Department, Sami Shamoon College of Engineering, Beer Sheva, Israel Email: rinaf@sce.ac.il

More information

UNIVERSITY OF BOLTON WESTERN INTERNATIONAL CENTRE FZE. BEng (HONS) CIVIL ENGINEERING SEMESTER ONE EXAMINATION 2015/2016

UNIVERSITY OF BOLTON WESTERN INTERNATIONAL CENTRE FZE. BEng (HONS) CIVIL ENGINEERING SEMESTER ONE EXAMINATION 2015/2016 OCD59 UNIVERSITY OF BOLTON WESTERN INTERNATIONAL CENTRE FZE BEng (HONS) CIVIL ENGINEERING SEMESTER ONE EXAMINATION 2015/2016 ADVANCED STRUCTURAL ANALYSIS AND DESIGN MODULE NO: CIE6001 Date: Tuesday 12

More information

Design and Estimation of Reinforced Building: A Case Study

Design and Estimation of Reinforced Building: A Case Study Design and Estimation of Reinforced Building: A Case Study Akshay Chaudhary 1, Payal Sachdeva 2, Maninderpal Singh 3 1, 2 (Assistant Professor, Department of Civil Engineering, CGC Technical Campus, Jhanjeri,

More information

SHEAR BEHAVIOR OF RC DEEP BEAMS WITH SOLID CIRCULAR CROSS SECTION UNDER SIMPLY SUPPORTED CONDITION AND ANTI-SYMMETRIC MOMENT

SHEAR BEHAVIOR OF RC DEEP BEAMS WITH SOLID CIRCULAR CROSS SECTION UNDER SIMPLY SUPPORTED CONDITION AND ANTI-SYMMETRIC MOMENT SHEAR BEHAVIOR OF RC DEEP BEAMS WITH SOLID CIRCULAR CROSS SECTION UNDER SIMPLY SUPPORTED CONDITION AND ANTI-SYMMETRIC MOMENT Koji MATSUMOTO (Tokyo Institute of Technology) Moe YONEHANA (Kajima Corporation)

More information

CONCRETE CHAPTER 19. Italics are used for text within Sections 1903 through 1908 of this code to indicate provisions that differ from ACI 318.

CONCRETE CHAPTER 19. Italics are used for text within Sections 1903 through 1908 of this code to indicate provisions that differ from ACI 318. CHAPTER 19 CONCRETE Italics are used for text within Sections 1903 through 1908 of this code to indicate provisions that differ from ACI 318. SECTION 1901 GENERAL 1901.1 Scope. The provisions of this chapter

More information

AXIAL LOAD FAILURE OF SHEAR CRITICAL COLUMNS SUBJECTED TO HIGH LEVELS OF AXIAL LOAD

AXIAL LOAD FAILURE OF SHEAR CRITICAL COLUMNS SUBJECTED TO HIGH LEVELS OF AXIAL LOAD AXIAL LOAD FAILURE OF SHEAR CRITICAL COLUMNS SUBJECTED TO HIGH LEVELS OF AXIAL LOAD A.B. Matamoros 1, Lisa Matchulat 2, and Charles Woods 3 1 Associate Professor, CEAE Dept., University of Kansas, Lawrence,

More information

Use of Grade 80 Reinforcement in Oregon

Use of Grade 80 Reinforcement in Oregon Use of Grade 80 Reinforcement in Oregon Craig Shike, PE Bridge Operations & Standards Managing Engineer PRESENTATION OUTLINE Material Properties of High Strength Reinforcement Recent Grade 80 Research

More information

Repair of Earthquake-Damaged RC Columns with FRP Wraps

Repair of Earthquake-Damaged RC Columns with FRP Wraps ACI STRUCTURAL JOURNAL Title no. 94-S20 TECHNICAL PAPER Repair of Earthquake-Damaged RC Columns with FRP Wraps by Hamid Saadatmanesh, Mohammad R. Ehsani, and Limin Jin An investigation was conducted into

More information

In-plane testing of precast concrete wall panels with grouted sleeve

In-plane testing of precast concrete wall panels with grouted sleeve In-plane testing of precast concrete wall panels with grouted sleeve P. Seifi, R.S. Henry & J.M. Ingham Department of Civil Engineering, University of Auckland, Auckland. 2017 NZSEE Conference ABSTRACT:

More information

Pushover Analysis of RC Bare Frame: Performance Comparison between Ductile and Non-ductile detailing

Pushover Analysis of RC Bare Frame: Performance Comparison between Ductile and Non-ductile detailing Pushover Analysis of RC Bare Frame: Performance Comparison between Ductile and Non-ductile detailing by Narender Bodige, Pradeep Kumar Ramancharla in Urban Safety of Mega Cities in Asia (USMCA) Report

More information

ctbuh.org/papers A Study of Flat Plate Slab Column Connections with Shear Plate in Tall Concrete Building using Experimental and Numerical Analysis

ctbuh.org/papers A Study of Flat Plate Slab Column Connections with Shear Plate in Tall Concrete Building using Experimental and Numerical Analysis ctbuh.org/papers Title: Authors: Subject: Keywords: A Study of Flat Plate Slab Column Connections with Shear Plate in Tall Concrete Building using Experimental and Numerical Analysis Young Sang Cho, Professor,

More information

SECTION REINFORCING STEEL

SECTION REINFORCING STEEL SECTION REINFORCING STEEL 1. DESCRIPTION This specification shall govern the furnishing and placing of reinforcing steel, deformed and smooth, of the size and quantity designated on the plans and in accordance

More information

HIGH-STRENGTH CONCRETE IN U.S. CODES AND STANDARDS. S.K. Ghosh ABSTRACT

HIGH-STRENGTH CONCRETE IN U.S. CODES AND STANDARDS. S.K. Ghosh ABSTRACT Sociedad Mexicana de Ingeniería Estructural HIGH-STRENGTH CONCRETE IN U.S. CODES AND STANDARDS S.K. Ghosh ABSTRACT The latest edition of ACI 318 Building Code Requirements for Structural Concrete contains

More information

Design Requirements of Buildings and Good Construction Practices in Seismic Zone

Design Requirements of Buildings and Good Construction Practices in Seismic Zone Design Requirements of Buildings and Good Construction Practices in Seismic Zone CII Safety Symposium & Exposition 2015: 11th September 2015: Kolkata Stages of Structural Design Concept Finalisation of

More information

USE OF HEADED BARS AS SHEAR REINFORCEMENT

USE OF HEADED BARS AS SHEAR REINFORCEMENT USE OF HEADED BARS AS SHEAR REINFORCEMENT By Remy Lequesne, Matthew O Reilly, David Darwin, Andres Lepage, Abdalkader Al-Sabawy, Eduardo Guillen, Donald Spradling A Report on Research Sponsored by Electric

More information

One-Way Wide Module Joist Concrete Floor Design

One-Way Wide Module Joist Concrete Floor Design One-Way Wide Module Joist Concrete Floor Design A 1 3 4 30'-0" 30'-0" 30'-0" 3' B 3' C 3' D 3' E 4" 4" (typ.) 3' F 0" 0" (typ.) Figure 1 One-Way Wide Module Joist Concrete Floor Framing System 1 Overview

More information

Seismic Design and Behaviour of Confined Masonry Buildings

Seismic Design and Behaviour of Confined Masonry Buildings IITG Workshop on Earthquake Resistance of Low-Cost Engineered Housing in North-East India Seismic Design and Behaviour of Confined Masonry Buildings Dr. Vaibhav Singhal Department of Civil and Environmental

More information

Experimental Investigation of Vertical Connections in Precast Wall Panel under Shear Load

Experimental Investigation of Vertical Connections in Precast Wall Panel under Shear Load IJSTE - International Journal of Science Technology & Engineering Volume 2 Issue 12 June 2016 ISSN (online): 2349-784X Experimental Investigation of Vertical Connections in Precast Wall Panel under Shear

More information

Seismic Behavior of Concrete Columns Confined with Steel and Fiber-Reinforced Polymers

Seismic Behavior of Concrete Columns Confined with Steel and Fiber-Reinforced Polymers ACI STRUCTURAL JOURNAL Title no. 99-S8 TECHNICAL PAPER Seismic Behavior of Concrete Columns Confined with Steel and Fiber-Reinforced Polymers by Shamim A. Sheikh and Grace Yau Results from an experimental

More information

ACCEPTANCE CRITERIA FOR THREADED HIGH-STRENGTH STEEL BARS FOR CONCRETE REINFORCEMENT PREFACE

ACCEPTANCE CRITERIA FOR THREADED HIGH-STRENGTH STEEL BARS FOR CONCRETE REINFORCEMENT PREFACE www.icc-es.org (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council ACCEPTANCE CRITERIA FOR THREADED HIGH-STRENGTH STEEL BARS FOR CONCRETE REINFORCEMENT AC237 Approved June 2009

More information

STUDIES ON LOCATION OF SHEAR WALL IN BUILDINGS FOR STRUCTURAL STABILITY

STUDIES ON LOCATION OF SHEAR WALL IN BUILDINGS FOR STRUCTURAL STABILITY IJRET: International Journal of Research in Engineering and Technology eissn: 2319-1163 pissn: 2321-738 STUDIES ON LOCATION OF SHEAR WALL IN BUILDINGS FOR STRUCTURAL STABILITY Sanjeebanee Behera 1, P.K

More information

Tests on Seismic Behavior of Pre-cast Shear Walls with Vertical Reinforcements Spliced by Two Different Grout Ways

Tests on Seismic Behavior of Pre-cast Shear Walls with Vertical Reinforcements Spliced by Two Different Grout Ways Send Orders for Reprints to reprints@benthamscience.ae 382 The Open Civil Engineering Journal, 215, 9, 382-387 Open Access Tests on Seismic Behavior of Pre-cast Shear Walls with Vertical Reinforcements

More information

BEHAVIOR OF REINFORCED CONCRETE BEAM WITH OPENING

BEHAVIOR OF REINFORCED CONCRETE BEAM WITH OPENING International Journal of Civil Engineering and Technology (IJCIET) Volume 8, Issue 7, July 2017, pp. 581 593, Article ID: IJCIET_08_07_062 Available online at http:// http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=8&itype=7

More information

EARTHQUAKE DESIGN CONSIDERATIONS OF BUILDINGS. By Ir. Heng Tang Hai

EARTHQUAKE DESIGN CONSIDERATIONS OF BUILDINGS. By Ir. Heng Tang Hai EARTHQUAKE DESIGN CONSIDERATIONS OF BUILDINGS By Ir. Heng Tang Hai SYPNOSIS 1. Earthquake-Induced Motions 2. Building Configurations 3. Effectiveness Of Shear Walls 4. Enhancement Of Ductility In Buildings

More information

Types of Foundations

Types of Foundations Shallow Foundations Types of Foundations Foundations can be classified to two major categories: Shallow. Deep. 1 Introduction If the soil stratum is suitable for supporting the structural loads from the

More information

Fagà, Bianco, Bolognini, and Nascimbene 3rd fib International Congress

Fagà, Bianco, Bolognini, and Nascimbene 3rd fib International Congress COMPARISON BETWEEN NUMERICAL AND EXPERIMENTAL CYCLIC RESPONSE OF ALTERNATIVE COLUMN TO FOUNDATION CONNECTIONS OF REINFORCED CONCRETEC PRECAST STRUCTURES Ettore Fagà, Dr, EUCENTRE, Pavia, Italy Lorenzo

More information

SHAKE TABLE TESTING OF BRIDGE REINFORCED CONCRETE COLUMNS UNDER COMBINED ACTIONS

SHAKE TABLE TESTING OF BRIDGE REINFORCED CONCRETE COLUMNS UNDER COMBINED ACTIONS SHAKE TABLE TESTING OF BRIDGE REINFORCED CONCRETE COLUMNS UNDER COMBINED ACTIONS Juan G. Arias Acosta, Graduate Student David H. Sanders, Professor and Project PI University of Nevada, Reno NEESR SG 53737

More information

Fragility Curves for Seismically Retrofitted Concrete Bridges

Fragility Curves for Seismically Retrofitted Concrete Bridges Fragility Curves for Seismically Retrofitted Concrete Bridges S.-H. Kim Department of Civil and Environmental Engineering, University of California, Irvine, USA. ABSTRACT: This study presents the development

More information

Seismic Retrofit Of RC Columns With Inadequate Lap-Splice Length By External Post-Tensioned High-Strength Strips

Seismic Retrofit Of RC Columns With Inadequate Lap-Splice Length By External Post-Tensioned High-Strength Strips Seismic Retrofit Of RC Columns With Inadequate Lap-Splice Length By External Post-Tensioned High-Strength Strips M. Samadi Department of civil engineering., Mashhad Branch, Islamic Azad University, Mashhad,

More information

On detailing of reinforced-concrete frame structures for robustness and for earthquake resistance

On detailing of reinforced-concrete frame structures for robustness and for earthquake resistance On detailing of reinforced-concrete frame structures for robustness and for earthquake resistance R. Farhat, N. Gluck, R. Eid & U. Tzadka Civil Engineering Department, Sami Shamoon College of Engineering,

More information

Reinforced Concrete Structures

Reinforced Concrete Structures Reinforced Concrete Structures Outline Hyatt, Baguio, Phillipine Islands, 1991 Basics of Reinforced Concrete Types of Reinforced Concrete Structures Deficiencies Rehabilitation Strategies 1 Properties

More information

Performance based Displacement Limits for Reinforced Concrete Columns under Flexure

Performance based Displacement Limits for Reinforced Concrete Columns under Flexure Performance based Displacement Limits for Reinforced Concrete Columns under Flexure Ahmet Yakut, Taylan Solmaz Earthquake Engineering Research Center, Middle East Technical University, Ankara,Turkey SUMMARY:

More information

Interaction between ductile RC perimeter frames and floor slabs containing precast units

Interaction between ductile RC perimeter frames and floor slabs containing precast units Interaction between ductile RC perimeter frames and floor slabs containing precast units R. C Fenwick,. J. Davidson and D.. N. Lau Department of Civil and Environmental Engineering, University of uckland.

More information