Seismic Behaviour of RC Shear Walls
|
|
- Scot Stafford
- 6 years ago
- Views:
Transcription
1 Ductile Detailing of RC Structures :: IS: Short Course on Seismic Design of RC Structures Durgesh C. Rai Department of Civil Engineering, IIT Kanpur The material contained in this lecture handout is a property of Professors Durgesh C. Rai, Sudhir K. Jain and C.V.R.Murty of IIT Kanpur, and is for the sole and exclusive use of the participants enrolled in the short course on Seismic Design of RC Structures conducted at Ahmedabad during Nov 25-30, It is not to be sold, reproduced or generally distributed. RC Building SYSTEMS Three common lateral load resisting systems in RC Buildings Seismic Behaviour of RC Shear Walls Front Views of Buildings Top Views of Buildings 4 Moment Resistant Frame Shear Wall Braced Frame shear wall SHEAR WALLS... What is a Shear Wall? Vertical plate-like RC Walls Generally starts at foundation Goes through full building height Slab RC Shear Wall Building Shear Walls also called Structural Walls Slab Column Beam Plan RC Walls Column Beam 5 Foundation RC Shear Wall 6 Foundation RC Shear Wall 1
2 SHEAR WALLS... SHEAR WALLS... Principal attributes Large Strength High Stiffness Ductility Shear wall can be detailed to have large ductility Strength H RC Shear Wall Building Role of Shear Walls Smooth transfer of seismic forces Vertically oriented wide beams Shear Wall Earthquake-generated forces at floor levels Floor Slab F 3 F 3 F 2 F 3 Shear Wall F 3 F 2 F RC Frame Building Deformability 8 F 1 F=F 1 +F 2 +F 3 Cumulative horizontal force from above increases downward SHEAR WALLS... Advantages of Shear Walls Very good earthquake performance, if properly designed In past earthquakes Large number of RC frame buildings damaged or collapsed Shear wall buildings performed very well We cannot afford to to build concrete buildings meant to to resist severe earthquakes without shear walls :: :: Mark Mark Fintel, Fintel, a a noted noted earthquake engineer in in USA USA SHEAR WALLS... Advantages of Shear Walls Easy to construct Straight-forward reinforcement detailing Easily implemented at site Effective in Reducing construction cost Minimising earthquake damage to Structural elements Non-Structural elements E.g., Glass Windows, Building Contents 9 10 SHEAR WALLS... Advantages of Shear Walls Lesser lateral displacement than frames Lesser Damage to structural and non-structural elements small large SHEAR WALLS... Current Use of Shear Walls Popular choice in many earthquake prone countries Chile, Canada, USA and New Zealand In general, used in medium and high rise buildings 10 storeys and higher 11 Shear Wall Moment Resistant Frame 12 2
3 Architectural Aspects Walls must be preferably in both directions in plan If provided only in one direction, a proper moment resisting frame must be provided in the other direction. Architectural Aspects... If provided only in one direction, a proper moment resisting frame must be provided in the other direction. Frame 1 Frame 2 Shear Wall Shear Wall Frame 3 Frame A B C D Architectural Aspects... Shear wall can extend over the full width of building, or even over partial width Architectural Aspects... Walls should be throughout the height Cannot be interrupted in lower levels RC Wall RC Wall 15 RC Wall of partial width RC Wall of full width 16 Discontinuity of wall not desirable Best Option: Wall all through!! Architectural Aspects... Walls should be throughout the height Cannot be interrupted in upper levels Architectural Aspects... Walls should be along perimeter of building Improves resistance to twist Shear walls along perimeter are more efficient RC Wall Discontinuity of wall not desirable RC Wall Best Option: Wall all through!! Shear walls close to center of building are less efficient
4 Architectural Aspects... Walls must be symmetrically placed in plan Symmetry of building in plan about one axis Architectural Aspects... Shear wall building should not be narrow Earthquakes cause significant overturning effects Special care is required in design of their foundations Unsymmetric location of shear walls not desirable Shear Walls only along one direction of the building Symmetry of building in plan about both axes 19 Symmetric location of shear walls desirable 20 Soil Local failure of soil Soil Architectural Aspects... Openings in walls must be As few as possible As small as possible As symmetric as possible RC Wall Seismic Behaviour Undesirable Modes of Failure Inclined Crack RC Wall Vertical Uplift Horizontal Slide 21 Large and randomly placed openings not allowed Small and symmetrically placed openings allowed 22 Overturning Failure Sliding Failure Shear Failure Seismic Behaviour... Undesirable Mode of Failure Seismic Behaviour... Desirable Mode of Failure 23 Flexure Compression Failure Crushing of Concrete 24 Flexure Tension Failure Horizontal cracks and yielding of steel bars 4
5 Seismic Behaviour... Shear demand is more in lower storeys Seismic Behaviour... Shear demand is more in lower storeys Earthquake-generated forces at floor levels Floor Slab Cumulative horizontal force from above increases downward Earthquake-induced horizontal force at floor levels Building Height 25 Shear Wall Direct force flow through the wall 26 Total Horizontal Force Seismic Behaviour... At each section along the height, shear wall carries Axial Force P Shear Force V Bending Moment M V M P M V Region of Ductile Detailing Actions in Ductile Response Region (a) Formation of horizontal cracks (b) Yielding of vertical steel bars Tension Compression H w Ductile Response Region: Larger of L w and H w /6, but need not be more than 2L w L w Possible Geometry of Walls Possible Geometry of Walls C-Shaped Flanged Wall with more than two columns built together Barbell-Shaped L-Shaped Hollow:: Walls around Elevators 29 Rectangular 30 Wall with two columns built together 5
6 Primary Reinforcement in Walls Lapping of Vertical Reinforcement Bars Maximum spacing of vertical reinforcement not more than L w /5, t w or 450mm Proper anchoring of vertical reinforcement into foundation Maximum spacing of horizontal reinforcement not more than L w /5, t w or 450mm H w Staggering lapping of adjacent vertical bars: Minimum of 600mm Region over which lapping should be avoided: Larger of L w and H w /6, but need not be more than 2L w L w Detailing of Vertical and Horizontal Bars Confining Steel in Boundary Elements Closely spaced confining reinforcement in boundary elements Max. spacing of vertical reinforcement not more than L w /5, t w or 450mm Max. spacing of horizontal reinforcement not more than L w /5, t w or 450mm Confining reinforcement in boundary elements: 135 hooks, closely spaced ties Single curtain of reinforcement t w Anchoring of wall reinforcement in boundary element L w Two curtains of reinforcement Confining Wall Concrete Open-leg Ties Closed Loop Ties Curtains of Reinforcement One Two Single curtain of reinforcement Wall thickness t w Anchoring of ties around both vertical and horizontal wall reinforcement Closed stirrups with 135 hook ends Two curtains of reinforcement Wall length L w
7 Boundary Elements Boundary Elements without increased thickness Boundary Element Boundary Elements Single curtain of reinforcement Tension Compression Two curtains of reinforcement Boundary Elements with increased thickness Boundary Element Single curtain of reinforcement 37 Confining reinforcement in boundary elements: 135 hooks, closely spaced ties Two curtains of reinforcement Anchoring of wall reinforcement in boundary element 38 Boundary Element Slender and Squat Walls Seismic behaviour is controllable through design Influence of Boundary Elements on Strength For same amount of concrete and steel Strength of Section 2 > Strength of Section 1 Inclined Crack Vertical Uplift Horizontal Slide 1 1 Overturning Failure Sliding Failure Shear Failure Horizontal Cracks Boundary Element Flexure Failure 40 Slender and Squat Walls Effect of Axial Load on flexural strength Just as in columns P Coupled Shear Walls Size of opening Coupling Beam 0 M V M P 7
8 Coupled Shear Walls Coupling Beam Span-to-depth ratio is small Shear deformations are significant Ends have large rotational and vertical displacement Require very high ductility Coupled Shear Walls Coupling Beam Shear failure should not precede flexural yielding Diagonal reinforcement more effective Provide confinement throughout the beam Good anchorage of main bars into walls on either side Coupled Shear Walls Coupling Beam Diagonal and parallel reinforcement 9.1 General Requirements 1.5 l 1.5 d l d Thickness 150 mm (preferably) Thinner walls have a tendency to buckle out of plane Wall thickness t w l 1.5 d l d Wall Wall reinforcement not not shown shown Special confining reinforcement spacing > 100 mm centers 46 Wall length L w 9.1 General Provisions General Provisions Effective flange width, beyond face of web, smaller of Half distance to next wall web 1/10 of total wall height Minimum reinforcement in walls Vertical and horizontal direction 0.25% of gross area
9 9.1 General Provisions Minimum reinforcement in walls 9.1 General Provisions... Vertical 0.25% of of Gross Area Both faces together Horizontal 0.25% of of Gross Area Two curtains of reinforcement, if Factored shear stress > 0.25 f ck ; or Wall thickness > 200 mm Two curtains reduce fragmentation and early deterioration of concrete under cyclic response General Provisions Two curtains of reinforcement 9.1 General Provisions Diameter of bars 1/10th wall thickness Single curtain of reinforcement τ > f, or t v w ck > 200mm t w L w t w d b L w Two curtains of reinforcement General Provisions General Provisions Maximum reinforcement spacing Maximum reinforcement spacing l w 5 3t w 450 mm Vertical Maximum Maximum spacing spacing of of vertical vertical reinforcement reinforcement not not more more than than LL w /5, w /5, t w t or w or 450mm 450mm Horizontal Maximum Maximum spacing spacing of of vertical vertical reinforcement reinforcement not not more more than than L L w /5, w /5, t w t or w or 450mm 450mm
10 9.2 Shear Strength 9.2 Shear Strength Shear Strength to provide same shear design provisions as in IS: for beams 9.2 Shear Strength... c τ τ < τ v v c,max c τ < τ < τ c,max < τ v MinimumReinforcement Design Reinforcement Redesign Section Uniformly distributed vertical reinforcement Horizontal reinforcement calculated for shear Particularly important for walls with height-to-width ratio of 1.0 or less W H Flexural Strength 9.3 Flexural Strength Flexural strength Flexural strength similarly calculated as for columns under axial loads (IS:456). Can use Annex A equations for assessing flexural strength under uniform distribution of reinforcement
11 9.3 Flexural Strength Flexural strength Annex A Pu f th ck ε c = Flexural Strength Cracked flexural strength > Uncracked flexural strength Avoid brittle behaviour M f u 2 ckth Flexural Strength Boundary Elements If no boundary elements Provide 4 bars of 12 mm diameter In two layers at either end Good to have more reinforcement near wall ends 9.4 Boundary elements improve Flexural strength Shear strength Ductility Boundary Element 9.4 Boundary Elements Boundary Elements Boundary elements required When extreme fiber compressive stress > 0.2f ck May discontinue boundary element When extreme fiber compressive stress < 0.2f ck No No boundary element <0.2fck Boundary element >0.2fck
12 9.4 Boundary Elements Boundary Elements Boundary element to carry axial Gravity load P w (its own share proportional to area) Vertical load P eq induced by EQ Vertical force couple caused by EQ overturning moment P eq = (M u -M uw )/C w Boundary Elements... Example Given Gravity Seismic Axial Load P on boundary element 400 kn ±50 kn Moment M u on entire wall - 10,000 knm M u resisted by web = 6,000 knm M ub resisted by boundary elements = 10,000-6,000 = 4,000 knm C/c distance of boundary element = 5 m Axial force induced by 4,000 knm moment = 4, 000 ± = ± 800 kn Boundary Elements When gravity load adds to strength Load factor is 0.8 (as against 1.2 or 1.5) Example: Let load factor be 1.2 for gravity. Design factored axial force Compression: 1.2( )=1,500kN Tension: ( )-(1.2 50)-( )=-700kN 9.4 Boundary Elements Boundary Elements Vertical reinforcement in boundary element 0.8 % gross area of boundary element 6% (practically 4%) Just like a column Confinement reinforcement required throughout height of boundary element
13 9.4 Boundary Elements Confinement reinforcement 9.4 Boundary Elements... Closely spaced confining reinforcement in boundary elements If entire wall is confined, boundary element not required. Open-leg Ties Closed Loop Ties Anchoring of ties around both vertical and horizontal wall reinforcement Closed stirrups with 135 hook ends 9.5 Coupled Shear Walls Coupling beams to be ductile Coupling beams to be ductile When shear stress in coupling beam exceeds given value, entire seismic shear and flexure to be taken by diagonal reinforcement (preferably) Coupling beams to be ductile l 1.5 d l d Wall Wall reinforcement not not shown shown Special confining reinforcement spacing > 100 mm centers 78 13
14 9.5.2 C u and T u intersect at mid-span Moment resisted at mid-span by diagonal bars is zero V = 2T sinα u u u T = f A y sd V u =1. 74fy Asdsinα Vu A sd = 1. 74fy sinα C u T u C u T u T u T u M u V u V u M u α C u α α V u M u V u V u M u α C u α α V u T u C u T u C u Diagonal/horizontal bars Diagonal/horizontal bars Anchored in wall by 1.5L dt 1.5 l 1.5 d l d 1.5 l 1.5 d l d ACI : Coupling Beams Diagonal reinforcement effective ACI : Diagonal/horizontal bars Detailing option 1 l n h < 4 for l n < 2 h 83 necessary to reinforced with two intersecting group of diagonally placed bars 84 Confinement of individual diagonals 14
15 ACI : Diagonal/horizontal bars Detailing option 1 ACI : Diagonal/horizontal bars Detailing option Full confinement of diagonally reinforced beam section ACI : Diagonal/horizontal bars Detailing option Openings in Walls Shear strength to be checked along planes passing through openings Critical Section Openings in Walls Openings in Walls Reinforcement at openings L dt Replacement steel steel Reinforcement interrupted by opening to be provided along edges Vertical edge reinforcement to extend full storey height Horizontal edge reinforcement to have development length in tension Interrupted bars bars
16 9.7 Discontinuous Walls 9.7 Discontinuous Walls Special confinement reinforcement 9.7 Special confinement reinforcement required over full height of columns supporting walls Development length of longitudinal bar in column Special confining reinforcement: closely spaced transverse ties throughout the short column Region over which special confining reinforcement must extend into the column above Regular floor RC Wall Construction Joints 9.8 Construction Joints Construction Joints Vertical Vertical bars bars across across construction joint joint 9.8 Minimum vertical reinforcement across the construction joint Construction Joint Joint Development, Splice & Anchorage Requirement 9.9 Development, Splice & Anchorage Req Splicing of vertical reinforcement to be avoided in critical regions Staggering lapping of adjacent vertical bars: Minimum of 600mm H w Region over which lapping should be avoided: Larger of L w and H w /6, but need not be more than 2L w L w 16
17 9.9 Development, Splice & Anchorage Req Development, Splice & Anchorage Req Lateral tie requirements for lapped spliced bars Welded splices and mechanical connections as per IS: Example Example: RC Shear Wall Design Design a shear wall for a two-storey building as shown in Figure. The materials are M20 concrete and Fe415 steel. The example shows design for load combination 1.2(DL + LL +EL) only. In practice all other combinations should also be considered. The unfactored forces in the panel between the ground level and first floor are obtained by analysis as IITK GSDMA: Explanatory Examples for Ductile Detailing of RC Buildings Example Example Factored bending moment on the section, M u = 1.2 ( ) = 6490 knm The maximum factored shear force, V u =1.2 ( ) = 863 kn Effective depth d e = 3380+(380/2)+(380/2) = 3760 mm Vu Shear stress, τ v = = d t e w Let the minimum vertical reinforcement = 0.25% provided in the web
18 As per Table 19 of IS: , τ c = 0.36 N/mm 2. Shear carried by concrete, V = τ d t = 311 kn 103 Shear DESIGN uc c e Shear to be resisted by horizontal reinforcement, V us = V u - V uc = ( ) = 552 kn V us = f A d S y h e v Ah = S v Minimum horizontal reinforcement (0.25%) requires this ratio to be For t w > 200 mm, the reinforcement shall be in 2 layers Provide horizontal reinf. of 8mm dia. bars at 175 mm c/c in 2 layers 104 Shear DESIGN at opening Effective depth of wall on each side of opening = ( /2) = 1280 mm τ v =1.47 N/mm 2 Shear to be resisted by reinforcement on each side of opening V us = 326 kn. Provide 8 mm diameter 2-legged stirrups at 140 mm c/c on each side of opening Flexural Strength of web Vertical reinf. in web is 0.25 percent L w = 4140 mm and t w = 230 mm Axial compression will increase moment capacity of wall Factored axial force - P u = = 1845 kn Assuming this axial load to be uniformly distributed, load on web = = 1059 kn The moment of resistance of a slender rectangular shear wall section with uniformly distributed vertical reinf. can be estimated as per IS 13920: 1993 (Annex A) Flexural Strength of web where (1) Flexural Strength of web where Value of x u / l w calculated from the quadratic equation (2) Flexural Strength of web As x u /l w < x u */l w, we get the value as: λ= 0.056, φ = 0.045, x u /l w = 0.233, x u */l w = 0.660, and β = Moment of resistance of the web M uv = 3296 knm Remaining moment will be resisted by reinf. in boundary elements (M u - M uv ) = ( ) = 3194 knm
19 Boundary elements Due to combined axial load and bending, axial compression at the extreme fibre = 6.81 N/mm 2 Cl > 0.2f ck Boundary elements are mandatory IS Center to center dist. b/w the boundary elements, C w = 3760 mm Axial force on the boundary element due to earthquake loading = (M u -M uv )/C w = 3194/3.76 = 849 kn Maximum factored compression on the boundary element [ ( )] = 1406 kn Factored tension on the boundary element, [0.213 ( ) -849] = -587 kn Boundary elements Assuming short column action the axial load capacity of the boundary element with min. reinf. of 0.8% = 2953 kn Cl IS bars of 16 mm diameter will be adequate to take the compression as well as tension Also, provide special confining reinf. as per Cl Reinforcement Around opening Opening size = 1200 mm by 1200 mm Area of vertical and horizontal reinforcement in the web (0.25%) that is interrupted by it is 690 mm 2 Provide area of bars equal to the respective interrupted bars Cl IS Reinforcement Details Thus, one bar of 16 mm diameter should be provided per layer of reinforcement on each side of the opening The vertical bar should extend for the full storey height The horizontal bar should be provided with development length in tension beyond the sides of the opening Cl IS Thank you 19
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 informationSpecial 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> 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 informationDUCTILITY 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 informationModelling 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 informationA 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 informationDESIGN 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 informationChapter Five Torsion. Reinforced Concrete Structures 2 (CEng-3122)
Reinforced Concrete Structures 2 (CEng-3122) Chapter Five Torsion 1 School of Civil and Environmental Engineering Concrete Material and Structures Chair 2 1. Introduction 2. Torsional Resistance 3. Analysis
More informationInteraction 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 informationAnalysis and Design of Vertical Post-Tensioned Precast Shear Wall
Analysis and Design of Vertical Post-Tensioned Precast Shear Wall Rutuja Chavan P.G Student, Department of Civil Engineering, School of Mechanical and Building Sciences VIT University, Chennai 600 127.
More informationEARTHQUAKE 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 informationVTU 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 informationEXPERIMENTAL RESULTS
Chapter 4 EXPERIMENTAL RESULTS 4.1 Introduction This chapter presents the results from the half scale interior Corcon rib beam-column subassemblage and the FRP repaired subassemblage. As described in chapter
More informationSabah 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 informationInterpretation of SECTION 12 DESIGN AND DETAILING FOR EARTHQUAKE LOADS IS
Interpretation of SECTION 12 DESIGN AND DETAILING FOR EARTHQUAKE LOADS 12.1 General IS 800-2007 Steel frames shall be so designed and detailed as to give them adequate strength, stability and ductility
More informationSHEAR 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 informationINHERENT 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 informationOne-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 informationFlat 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 informationStrength 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 informationSeismic 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 information1. INTRODUCTION. Fig.1 Dimension of test specimen
F1B04 Evaluation of a Shear Wall Reinforced with Glass FRP Bars Subjected to Lateral Cyclic Loading Nayera Mohamed PhD candidate, Department of Civil Engineering, University of Sherbrooke, Sherbrooke,
More informationDeformation 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 informationELEMENTS OF WALL DESIGN
Concrete Shear Wall ELEMENTS OF WALL DESIGN PERATURAN PENDUKUNG 97 UBC AND 2002 ACI REQUIREMENTS FOR WALL DESIGN WITH EMPHASIS ON SPECIAL CONCRETE SHEAR WALL DAFTAR ISI DEFINITION WALL REINFORCEMENT REQUIREMENTS
More informationDesign for Shear for Prestressed Concrete Beam
Design for Shear for Prestressed Concrete Beam Introduction The behaviour of prestressed beams at failure in shear is distinctly different from their behaviour in flexure. The beam will tend to fail abruptly
More information5.4 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 informationEffect 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 informationReinforced 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 information3. 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 informationGround + 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 informationDESIGN FOR PROGRESSIVE COLLAPSE 1
Your Partner in Structural Concrete Design TN447_progressive_collapse_110713 DESIGN FOR PROGRESSIVE COLLAPSE 1 Bijan O Aalami 2 This Technical Note outlines the design of column-supported conventionally
More informationIn-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 informationNONLINEAR 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 informationST7008 PRESTRESSED CONCRETE
ST7008 PRESTRESSED CONCRETE QUESTION BANK UNIT-I PRINCIPLES OF PRESTRESSING PART-A 1. Define modular ratio. 2. What is meant by creep coefficient? 3. Is the deflection control essential? Discuss. 4. Give
More informationSEAU 5 th Annual Education Conference 1. ASCE Concrete Provisions. Concrete Provisions. Concrete Strengths. Robert Pekelnicky, PE, SE
ASCE 41-13 Concrete Provisions Robert Pekelnicky, PE, SE Principal, Degenkolb Engineers Chair, ASCE 41 Committee* *The view expressed represent those of the author, not the standard s committee as a whole.
More informationAnalysis and Design of One-way Slab System (Part-I)
Lecture-02 Analysis and Design of One-way Slab System (Part-I) By: Prof Dr. Qaisar Ali Civil Engineering Department UET Peshawar www.drqaisarali.com 1 Topics Addressed Concrete Floor Systems Analysis and
More informationEXPERIMENTAL STUDY ON THE SEISMIC PERFORMANCE OF EXTERNALLY CONFINED REINFORCED CONCRETE COLUMNS
13th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 578 EXPERIMENTAL STUDY ON THE SEISMIC PERFORMANCE OF EXTERNALLY CONFINED REINFORCED CONCRETE COLUMNS Munawar
More informationContents. Tables. Notation xii Latin upper case letters Latin lower case letters Greek upper case letters Greek lower case letters. Foreword.
Tables x Notation xii Latin upper case letters Latin lower case letters Greek upper case letters Greek lower case letters xii xiv xvi xvi Foreword xviii 1 Introduction 1 1.1 Aims of the Manual 1 1.2 Eurocode
More informationSEISMIC 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 informationNON 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 informationCYCLIC 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 informationDesign Example 2 Reinforced Concrete Wall with Coupling Beams
Design Example 2 Reinforced Concrete Wall with Coupling Beams OVERVIEW The structure in this design example is a six story office building with reinforced concrete walls as its seismic force resisting
More informationRESILIENT INFRASTRUCTURE June 1 4, 2016
RESILIENT INFRASTRUCTURE June 1 4, 2016 MOMENT REDISTRIBUTION OF GFRP-RC CONTINUOUS T-BEAMS S. M. Hasanur Rahman M.Sc. Student, University of Manitoba, Canada Ehab El-Salakawy Professor and CRC in Durability
More information4.6 Procedures for Connections
4.6 Procedures for Connections This section provides Tier 2 evaluation procedures that apply to structural connections: anchorage for normal forces, shear transfer, vertical components, interconnection
More informationBehaviour and design of innovative hybrid coupled shear walls for steel buildings in seismic areas
Behaviour and design of innovative hybrid coupled shear walls for steel buildings in seismic areas A. Zona, G. Leoni & A. Dall Asta University of Camerino, Italy C. Braham, T. Bogdan & H. Degée University
More informationPERFORMANCE STUDY OF RETROFITTED GRAVITY LOAD DESIGNED WALL FRAME STRUCTURES (SC-140)
PERFORMANCE STUDY OF RETROFITTED GRAVITY LOAD DESIGNED WALL FRAME STRUCTURES (SC-140) *A. Ahmed 1, K. H. Tan 1 1 Department of Civil and Environmental Engineering National University of Singapore, Singapore,
More informationStability Analysis of Rigid Steel Frames With and Without Bracing Systems under the Effect of Seismic and Wind Loads
Stability Analysis of Rigid Steel Frames With and Without Bracing Systems under the Effect of Seismic and Wind Loads Hussain Imran K.M 1, Mrs.Sowjanya G.V 2 1 M.Tech student, Department of Civil Engineering,
More informationSTRENGTHENING WITH WING WALLS FOR SEISMICALLY SUBSTANDARD R/C BEAM-COLUMN JOINTS
10NCEE Tenth U.S. National Conference on Earthquake Engineering Frontiers of Earthquake Engineering July 21-25, 2014 Anchorage, Alaska STRENGTHENING WITH WING WALLS FOR SEISMICALLY SUBSTANDARD R/C BEAM-COLUMN
More informationLecture-06 Analysis and Design of Slab Systems
Lecture-06 Analysis and Design of Slab Systems By: Prof Dr. Qaisar Ali Civil Engineering Department UET Peshawar drqaisarali@uetpeshawar.edu.pk www.drqaisarali.com 1 Topics Addressed Organization of the
More informationComparative Study of R.C.C and Steel Concrete Composite Structures
RESEARCH ARTICLE OPEN ACCESS Comparative Study of R.C.C and Steel Concrete Composite Structures Shweta A. Wagh*, Dr. U. P. Waghe** *(Post Graduate Student in Structural Engineering, Y.C.C.E, Nagpur 441
More informationPile 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 informationCouncil on Tall Buildings
Structure Design of Sino Steel (Tianjin) International Plaza Xueyi Fu, Group Chief Engineer, China Construction Design International 1 1 Brief of Project 2 Location: Tianjin Xiangluowan Business District
More informationUNIVERSITY 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 informationSection A A: Slab & Beam Elevation
CE 331, Spring 2011 Flexure Strength of Reinforced Concrete s 1 / 5 A typical reinforced concrete floor system is shown in the sketches below. The floor is supported by the beams, which in turn are supported
More informationREINFORCED CONCRETE STRUCTURAL WALLS AS SOLUTION TO RETROFIT A R/C FRAME. Patricio Bonelli 1, Rubén Boroschek 2.
Performance-Based Seismic Design Concepts and Implementation Proceedings of an International Workshop Bled, Slovenia, June 8-July, Edited by P.Fajfar and H.Krawinkler PEER / Pacific Earthquake Engineering
More informationDESIGN OF HIGH-RISE CORE-WALL BUILDINGS: A CANADIAN PERSPECTIVE
DESIGN OF HIGH-RISE CORE-WALL BUILDINGS: A CANADIAN PERSPECTIVE Perry Adebar Professor, Dept. of Civil Engineering, The University of British Columbia, Vancouver, Canada Email: adebar@civil.ubc.ca ABSTRACT
More informationLATERAL LOAD BEHAVIOR OF UNBONDED POST-TENSIONED HYBRID COUPLED WALLS. Qiang SHEN Graduate Research Assistant. Yahya C. KURAMA Assistant Professor
LATERAL LOAD BEHAVIOR OF UNBONDED POST-TENSIONED HYBRID COUPLED WALLS Qiang SHEN Graduate Research Assistant Yahya C. KURAMA Assistant Professor University of Notre Dame, Civil Engineering and Geological
More informationUSE 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 informationHOW CONFINED MASONRY BUILDINGS FAIL IN EARTHQUAKES
HOW CONFINED MASONRY BUILDINGS FAIL IN EARTHQUAKES DIGRESSION: How Confined Masonry Buildings Fail in Earthquakes Overturning (collapse) of masonry gable wall Out-of-plane failure of masonry wall In plane
More informationFagà, 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 informationSEISMIC 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 information22. DESIGN OF STEEL BRACED FRAMES Eccentrically Braced Steel Frames
22. DESIGN OF STEEL BRACED FRAMES 22.1 Eccentrically Braced Steel Frames Objective is to dissipate energy in the shear or moment links and to protect the remainder of the frame from inelastic action, including
More informationCYCLIC PERFORMANCE OF RC BEAMS WITH WEB OPENINGS
CYCLIC PERFORMANCE OF RC BEAMS WITH WEB OPENINGS Luis HERRERA 1 and Anne LEMNITZER 2 ABSTRACT The introduction of web openings in reinforced concrete beams enables the passage of utility services and avoids
More informationSHEAR 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 informationSEISMIC TEST OF CONCRETE BLOCK INFILLED REINFORCED CONCRETE FRAMES
SEISMIC TEST OF CONCRETE BLOCK INFILLE REINFORCE CONCRETE FRAMES Yoshiaki NAKANO 1, Ho CHOI 2, Yasushi SANAA 3 and Naruhito YAMAUCHI 4 1 Associate Professor, Institute of Industrial Science, The University
More informationInternational Journal of Engineering Trends and Technology (IJETT) Volume 39 Number 2- September 2016
Study of Structural Behaviour of RC Slender Beams Alfina Abdul Samad 1, Ramadass.S 2, Mervin Ealiyas Mathews 3 1 M. Tech in SECM, Department of Civil Engineering, JBCMET Ernakulam- India 2 Associate Professor,
More informationKSK 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 informationSEISMIC 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 informationIMPROVEMENT OF THE DEFORMATION CAPACITY BY THE USE OF FIBERS
IMPROVEMENT OF THE DEFORMATION CAPACITY BY THE USE OF FIBERS Kenji Kosa and Hiroki Goda Department of Civil Engineering, Kyushu Institute of Technology, Japan Abstract To improve the seismic resistance
More informationStructural Dynamics and Earthquake Engineering
Structural Dynamics and Earthquake Engineering Course 12 Seismic design of steel structures Course notes are available for download at http://www.ct.upt.ro/users/aurelstratan/ Design concepts Low-dissipative
More informationLecture Retaining Wall Week 12
Lecture Retaining Wall Week 12 Retaining walls which provide lateral support to earth fill embankment or any other form of material which they retain them in vertical position. These walls are also usually
More informationBehavior and Strength of Slab-Edge Beam-Column Connections under Shear Force and Moment
Behavior and Strength of Slab-Edge Beam-Column Connections under Shear Force and Moment Omar M. Ben-Sasi Abstract A total of fourteen slab-edge beam-column connection specimens were tested gradually to
More informationSeismic Fragility of Concrete Bridges with Deck Monolithically Connected to the Piers or Supported on Elastomeric Bearings
Seismic Fragility of Concrete Bridges with Deck Monolithically Connected to the Piers or Supported on Elastomeric Bearings G. Tsionis & M.N. Fardis University of Patras, Greece SUMMARY: The seismic vulnerability
More informationSession 5: Precast Concrete Floors. Rick Henry Courtesy of University of Auckland, Faculty of Engineering
Session 5: Precast Concrete Floors Rick Henry Courtesy of University of Auckland, Faculty of Engineering Background Precast concrete floors widespread in NZ Many advantages with precast units Connections
More informationSHEAR AND DIAGONAL TENSION IN BEAMS
CHAPTER REINFORCED CONCRETE Reinorced Concrete Design Fith Edition A Fundamental Approach - Fith Edition SHEAR AND DIAGONAL TENSION IN BEAMS A. J. Clark School o Engineering Department o Civil and Environmental
More informationINTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING Volume 2, No 2, 2011
INTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING Volume 2, No 2, 2011 Copyright 2010 All rights reserved Integrated Publishing services Research article ISSN 0976 4399 Analysis of Flanged Shear
More informationSchöck Isokorb type CV
Schöck Isokorb type The Schöck Isokorb type is suitable for supported reinforced concrete slabs. (C concrete slab) It transmits positive shear force (vertical shear). 71 72 Section/element arrangement
More informationSLENDER PRECAST WALL PANELS INTERACTED WITH STEEL PORTAL FRAMES UNDER EARTHQUAKE LOADS
SLENDER PRECAST WALL PANELS INTERACTED WITH STEEL PORTAL FRAMES UNDER EARTHQUAKE LOADS Joo H. Cho 1 ABSTRACT: A case study was undertaken involving the previous 2010-2012 Canterbury Earthquakes, by observing
More informationRESILIENT INFRASTRUCTURE June 1 4, 2016
RESILIENT INFRASTRUCTURE June 1 4, 216 ENHANCING THE DEFORMATION CAPACITY OF CONCRETE SHEAR WALLS REINFORCED WITH GFRP BARS Ahmed Hassanein Doctoral student, Université de Sherbrooke, Canada Nayera Mohamed
More informationJournal of Asian Scientific Research EVALUATION OF RECTANGULAR CONCRETE-FILLED STEEL-HOLLOW SECTION BEAM-COLUMNS
Journal of Asian Scientific Research journal homepage: http://www.aessweb.com/journals/5003 EVALUATION OF RECTANGULAR CONCRETE-FILLED STEEL-HOLLOW SECTION BEAM-COLUMNS Kamyar Bagherinejad 1 ---- Emad Hosseinpour
More informationEarthquakes Analysis of High Rise Buildings with Shear Walls at the Center Core and Center of Each Side of the External Perimeter with Opening
Earthquakes Analysis of High Rise Buildings with Shear Walls at the Center Core and Center of Each Side of the External Perimeter with Opening Mahdi Hosseini 1, N. V. Ramana Rao 2 1 Ph.D. scholar student
More informationNON-LINEAR FEM ANALYSIS FOR CES SHEAR WALLS
1NCEE Tenth U.S. National Conference on Earthquake Engineering Frontiers of Earthquake Engineering July 21-25, 214 Anchorage, Alaska NON-LINEAR FEM ANALYSIS FOR CES SHEAR WALLS S. SUZUKI 1, H. KURAMOTO
More informationPORTAL FRAMES 1.0 INTRODUCTION
36 PORTAL FRAMES 1.0 INTRODUCTION The basic structural form of portal frames was developed during the Second World War, driven by the need to achieve the low - cost building envelope. Now they are the
More informationUpgrading 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 informationNumerical simulation of shear wall failure mechanisms
Numerical simulation of shear wall failure mechanisms F. Dashti, R.P. Dhakal & S. Pampanin Department of Civil and Natural Resources Engineering, University of Canterbury, Christchurch, New Zealand 214
More informationSEISMIC BEHAVIOUR OF RC BUILDING RESTING ON PLAIN AND SLOPING GROUND WITH BRACINGS AND SHEAR WALL
SEISMIC BEHAVIOUR OF RC BUILDING RESTING ON PLAIN AND SLOPING GROUND WITH BRACINGS AND SHEAR WALL Yashaswini R 1, Dr. Mahesh Kumar G 2 1M.Tech Student, CAD Structures, Shridevi Institute of Engineering
More informationRETROFITTING OF COLUMNS WITH RC JACKETTING AN EXPERIMENTAL BEHAVIOR
RETROFITTING OF COLUMNS WITH JACKETTING AN EXPERIMENTAL BEHAVIOR 1 K.SENGOTTIAN, 2 DR.K.JAGADEESAN 1 Research Scholar (4089023115), Anna University, Coimbatore 2 Professor and Head, Department of Civil
More informationDURABILITY AND SERVICEABILITY
DURABILITY AND SERVICEABILITY Introduction of Durability Durability requirements are to ensure that a structure has satisfactory durability and serviceability performance under normal circumstances throughout
More informationSeismic Evaluation and Retrofit of Beam- Column Joints of Mid-America Bridges Part 2: Steel Sheet and Plate Retrofit
Seismic Evaluation and Retrofit of Beam- Column Joints of Mid-America Bridges Part 2: Steel Sheet and Plate Retrofit Genda Chen, Ph.D., P.E. Associate Professor of Civil Engineering Department of Civil,
More information3D analysis of solid reinforced concrete beams subjected to combined load of bending, torsion and shear
ational Methods and Experimental Measurements XIII 85 3D analysis of solid reinforced concrete beams subjected to combined load of bending, torsion and shear A. S. Alnuaimi Civil and Architectural Engineering,
More informationRecommendations for additional fire protection of structural elements
ANNEX 6 Recommendations for additional fire protection of structural elements 1 Scope This Annex contains a series of recommendations applicable to structural concrete structures which, for general fire
More informationCFT Column-to-Cap Beam Connections for. Accelerated Bridge Construction in Seismic Regions. Lisa Marie Berg. Master of Science in Civil Engineering
CFT Column-to-Cap Beam Connections for Accelerated Bridge Construction in Seismic Regions Lisa Marie Berg A thesis submitted in partial fulfillment of the requirements for the degree of Master of Science
More informationREHABILITATION OF RC BUILDINGS USING STRUCTURAL WALLS
REHABILITATION OF RC BUILDINGS USING STRUCTURAL WALLS Ahmed GHOBARAH 1 And Maged YOUSSEF 2 SUMMARY A developed macroscopic model is applied to the analysis of an example structure to demonstrate the use
More informationModeling of Coupled Nonlinear Shear and Flexural Responses in Medium-Rise RC Walls
ing of Coupled Nonlinear Shear and Flexural Responses in Medium-Rise RC Walls Burak HOROZ 1, M.Fethi GÜLLÜ 2, and Kutay ORAKÇAL 3 1 Research Assistant Bogazici University, Istanbul, Turkey 2 Research Assistant
More informationExperimental Study on Wall-Frame Connection of Confined Masonry Wall
Available online at www.sciencedirect.com Procedia Engineering () The Twelfth East Asia-Pacific Conference on Structural Engineering and Construction Experimental Study on Wall-Frame Connection of Confined
More informationEvaluation of Earthquake Risk Buildings with Masonry Infill Panels
Evaluation of Earthquake Risk Buildings with Masonry Infill Panels D.K. Bell Compusoft Engineering Ltd, Auckland B.J.Davidson Department of Civil & Resource Engineering, University of Auckland, Auckland
More informationEffect of lateral support of compression flange to stability of beam-columns
Effect of lateral support of compression flange to stability of beam-columns General Lateral supports of the compression flange of beam-columns (or frames) may drastically increase the critical load amplifier.
More informationInvestigation 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 informationStrength classes for concrete
12 15 20 1.6 1.1 2.0 27 1.8 16 20 24 1.9 1.3 2.5 29 1.9 20 25 28 2.2 1.5 2.9 30 2.0 Strength classes for concrete 25 30 33 2.6 1.8 3.3 31 2.1 30 37 38 2.9 2.0 3.8 33 2.2 3.5 2.0 3.5 2.0 1.75 3.5 35 45
More informationDistribution of Forces in Lateral Load Resisting Systems
Distribution of Forces in Lateral Load Resisting Systems Part 1. Vertical Distribution and Load Paths IITGN Short Course Gregory MacRae Many slides from 2009 Myanmar Slides of Profs Jain and Rai 1 Gravity
More information