twenty one concrete construction: shear & deflection Shear in Concrete Beams ACI Shear Values ACI Shear Values
|
|
|
- Diana Fitzgerald
- 5 years ago
- Views:
Transcription
1 ARCHIECURA SRUCURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOS SUMMER 07 leture twenty one Shear n Conrete Beam lexure ombne wth hear to orm agonal rak horzontal renorement oen t help trrup = vertal renorement onrete ontruton: hear & eleton Copyrght Krk Martn Conrete Shear eture Arhtetural Struture F009abn Conrete Shear ACI Shear Value V u at tane rom ae o upport hear apaty: V b where b w mean thkne o web at n.a. w ACI Shear Value hear tre (beam) = 0.75 or hear n p V b w λ or lghtweght mat l hear trength: V u V V V trength rom trrup renorement Conrete Shear Conrete Shear 4
2 Strrup Renorement hear apaty: V A A v = area n all leg o trrup = pang o trrup v y Requre Strrup Renorement 50 bw 0.75 bw greater o maller o yt Avyt 50 bw yt Avyt 0.75 b w (Vu V ) yt Av yt Vu V may nee trrup when onrete ha enough trength! V bw (ACI...) NOE: eton number are pre ACI 8-4 Conrete Shear 5 Conrete Shear 6 oronal Stre & Stran an ee toronal tree & twtng o ax-ymmetral ro eton torque reman plane untorte rotate not true or quare eton... Shear Stre Dtrbuton epen on the eormaton = angle o twt meaure an prove planar eton oen t tort Conrete Shear 7 Conrete Shear 8
3 Shearng Stran relate to the raal tane rom the entro to the pont uner tran hear tran vare lnearly along the rau: at outer ameter oronal Stre - Stran know o v G G where G the Shear Moulu Conrete Shear 9 Conrete Shear 0 oronal Stre - Stran rom an erve where J the polar moment o nerta elat range ( ) A J J Shear Stre happen at outer ameter ombne hear axal tree mum hear tre at 45 twte plane Conrete Shear Conrete Shear
4 Shear Stran knowng olve: G JG ompote hat: J G J Nonrular Shape toron epen on J plane eton on t reman plane tll at outer ameter ab where a longer e (> b) ab G Conrete Shear Conrete Shear 4 Open hn-walle Seton wth very large a/b rato: Conrete Shear 5 ab ab G Shear Flow n Cloe Seton q the nternal hear ore/unt length a the area boune by the enterlne the length egment, t the thkne Conrete Shear 6 ta a 4t t 4
5 Shear Flow n Open Seton eah egment ha proporton o wth repet to toronal rgty, t b t total angle o twt: oronal Shear Stre twtng moment beam hear b G t I beam - web thker, o n web Conrete Shear 7 Conrete Shear 8 oronal Shear Renorement loe trrup more longtunal renorement Development ength requre to allow teel to yel ( y ) tar hook moment at beam en area enloe by hear low ple lappe mehanal onnetor Conrete Shear 9 Conrete Shear 0 5
6 Development ength l, embement requre both e proper over, pang: No. 6 or maller l No. 7 or larger Conrete Shear l b b y 5 y 0 or n. mnmum or n. mnmum Development ength hook ben extenon mnmum by lh 50 Conrete Shear Development ength bar n ompreon by l yb 50 ple tenon mnmum unton o l ple laaton ompreon mnmum unton o b F y Conrete Deleton elat range I tranorme E (wth n p) normal weght onrete (~ 45 lb/t ) onrete between lb/t rake I rake E ajute Conrete Shear Conrete Shear 4 6
7 Deleton mt relate to whether or not beam upport or attahe to a amageable nontrutural element nee to hek erve lve loa long term eleton agant thee /80 /40 /60 /480 roo ytem (typal) lve loor ytem (typal) lve + long term upportng plater lve upportng maonry lve + long term Conrete Shear 5 7
twenty four concrete construction: shear & deflection Shear in Concrete Beams ACI Shear Values ACI Shear Values
FOUNDAIONS SRUCURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOS FA 0 leture twent four Shear n Conrete Beam flexure omne wth hear to form agonal rak horzontal renforement oen t help trrup = vertal renforement
twenty one concrete construction: shear & deflection ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2014 lecture
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2014 lecture twenty one concrete construction: Copyright Kirk Martini shear & deflection Concrete Shear 1 Shear in Concrete
Software Verification
Sotware Veriiation EXAMPLE CSA A23.3-04 RC-BM-00 Flexural and Shear Beam Deign PROBLEM DESCRIPTION The purpoe o thi example i to veri lab lexural deign in. The load level i adjuted or the ae orreponding
Software Verification
Sotare Veriiation EXAMPLE NZS 3101-06 RC-BM-001 Flexural and Shear Beam Deign PROBLEM DESCRIPTION The purpoe o thi example i to veriy lab lexural deign in. The load level i adjuted or the ae orreponding
BEHAVIOR OF HIGH SEISMIC PERFORMANCE WALLS
13 th World Conerene on Earthquake Engneerng Vanouver, B.C., Canada Augut 1-6, 2004 Paper No. 3180 BEHAVIOR OF HIGH SEISMIC PERFORMANCE WALLS Y. J. CHIOU 1, Y. L. MO 2, F. P. HSIAO 3, Y. W. LIOU 4, and
Case Study in Reinforced Concrete adapted from Simplified Design of Concrete Structures, James Ambrose, 7 th ed.
ARCH 631 Note Set 11 F015abn Case Study in Reinfored Conrete adapted from Simplified Design of Conrete Strutures, James Ambrose, 7 th ed. Building desription The building is a three-story offie building
See exam 1 and exam 2 study guides for previous materials covered in exam 1 and 2. Stress transformation. Positive τ xy : τ xy
ME33: Mechanic of Material Final Eam Stud Guide 1 See eam 1 and eam tud guide for previou material covered in eam 1 and. Stre tranformation In ummar, the tre tranformation equation are: + ' + co θ + in
Shear in Beams 2. Reinforced Concrete Design. Shear Design Summary. Shear design summary More detail shear design. Shear span Deep beam WSD SDM
Reinfored Conrete Deign Shear in Beam 2 Shear deign mmary More detail hear deign Shear pan Deep beam Mongkol JIRAACHARADET S U R A N A R E E UNIERSITY OF TECHNOLOGY INSTITUTE OF ENGINEERING SCHOOL OF CIIL
Purpose of reinforcement P/2 P/2 P/2 P/2
Department o Civil Engineering Purpose o reinorement Consider a simpl supported beam: P/2 P/2 3 1 2 P/2 P/2 3 2 1 1 Purpose o Reinorement Steel reinorement is primaril use beause o the nature o onrete
Chaper 2: Stress in beams
Chaper : Stress n eams FLEURE Beams suject to enng wll fle COPRESSON TENSON On the lower surface the eam s stretche lengthwse. Ths sujects t to tensle stress. N.A. N.A. s the neutral as On the upper surface
A typical reinforced concrete floor system is shown in the sketches below. Exterior Span Interior Span Exterior Span. Beam Span.
CE 331, Fall 009 Analyi of Reforce Concrete 1 / 6 Typical Reforce Concrete Builg Cat place reforce concrete tructure have monolithic lab to beam an beam to column connection. Monolithic come from the Greek
ANALYSIS OF SECTION. Behaviour of Beam in Bending
ANALYSIS OF SECTION Behaviour o Beam in Bening Conier a imply upporte eam ujecte to graually increaing loa. The loa caue the eam to en an eert a ening moment a hown in igure elow. The top urace o the eam
Frame element resists external loads or disturbances by developing internal axial forces, shear forces, and bending moments.
CE7 Structural Analyss II PAAR FRAE EEET y 5 x E, A, I, Each node can translate and rotate n plane. The fnal dsplaced shape has ndependent generalzed dsplacements (.e. translatons and rotatons) noled.
Period #8: Axial Load/Deformation in Indeterminate Members
ENGR:75 Meh. Def. odie Period #8: ial oad/deformation in Indeterminate Member. Review We are onidering aial member in tenion or ompreion in the linear, elati regime of behavior. Thu the magnitude of aial
A typical reinforced concrete floor system is shown in the sketches below.
CE 433, Fall 2006 Flexure Anali for T- 1 / 7 Cat-in-place reinforced concrete tructure have monolithic lab to beam and beam to column connection. Monolithic come from the Greek word mono (one) and litho
SHEAR MECHANISM AND CAPACITY CALCULATION OF STEEL REINFORCED CONCRETE SPECIAL-SHAPED COLUMNS
SHEAR MECHANISM AND CAPACITY CALCULATION OF STEEL REINFORCED CONCRETE SPECIAL-SHAPED COLUMNS Xue Jianyang, Chen Zongping, Zhao Hongtie 3 Proeor, College o Civil Engineering, Xi an Univerity o Architecture
1.054/1.541 Mechanics and Design of Concrete Structures (3-0-9) Outline 7 Shear Failures, Shear Transfer, and Shear Design
1.054/1.541 echanic an Deign of Concrete Strctre Spring 2004 Prof. Oral Bykoztrk aachett Intitte of Technology Otline 7 1.054/1.541 echanic an Deign of Concrete Strctre (3-0-9) Otline 7 Shear Failre, Shear
European Technical Assessment. ETA Option 1-16/0276. Min. thick. of base material. thick. of part to be fixed. min.
TAPCO XTREM zin oated & tainle teel verion 1/ Conrete rew anhor for ue in raked and non-raked onrete ETA European Tehnial Aement ETA Option 1-16/0276 T int d f h 0 Tehnial data t fix APPLICATIO Channel,
Ch. 3: Forward and Inverse Kinematics
Ch. : Fowa an Invee Knemat Reap: The Denavt-Hatenbeg (DH) Conventon Repeentng eah nvual homogeneou tanfomaton a the pout of fou ba tanfomaton: pout of fou ba tanfomaton: x a x z z a a a Rot Tan Tan Rot
Finite Element Truss Problem
6. rue Uing FEA Finite Element ru Problem We tarted thi erie of lecture looking at tru problem. We limited the dicuion to tatically determinate tructure and olved for the force in element and reaction
Shear Stress. Horizontal Shear in Beams. Average Shear Stress Across the Width. Maximum Transverse Shear Stress. = b h
Shear Stre Due to the preence of the hear force in beam and the fact that t xy = t yx a horizontal hear force exit in the beam that tend to force the beam fiber to lide. Horizontal Shear in Beam The horizontal
CHAPTER 6 TORSION. its inner diameter d d / 2. = mm = = mm. π (122.16) = mm 2
CHAPTER 6 TORSION Prolem. A olid circular haft i to tranmit 00 kw at 00 r.p.m. If the hear tre i not to exceed 80 N/mm, find the diameter of the haft. What percentage in aving would e otained if thi haft
fib Model Code 2020 Shear and punching provisions, needs for improvements with respect to new and existing structures
fib Model Code 2020 Shear and punhing provisions, needs for improvements with respet to new and existing strutures Aurelio Muttoni Workshop fib Sao Paulo, 29.9.2017 Éole Polytehnique Fédérale de Lausanne,
Calculation Example. Strengthening for flexure
01-08-1 Strengthening or lexure 1 Lat 1 L Sektion 1-1 (Skala :1) be h hw A bw FRP The beam i a part o a lab in a parking garage and need to be trengthened or additional load. Simply upported with L=8.0
Please review the following statement: I certify that I have not given unauthorized aid nor have I received aid in the completion of this exam.
ME 270 Summer 2014 Fnal Exam NAME (Last, Frst): Please revew the followng statement: I certfy that I have not gven unauthorzed ad nor have I receved ad n the completon of ths exam. Sgnature: INSTRUCTIONS
A.1. Member capacities A.2. Limit analysis A.2.1. Tributary weight.. 7. A.2.2. Calculations. 7. A.3. Direct design 13
APPENDIX A APPENDIX A Due to its extension, the dissertation ould not inlude all the alulations and graphi explanantions whih, being not essential, are neessary to omplete the researh. This appendix inludes
ORIGIN 1. PTC_CE_BSD_3.2_us_mp.mcdx. Mathcad Enabled Content 2011 Knovel Corp.
Clck to Vew Mathcad Document 2011 Knovel Corp. Buldng Structural Desgn. homas P. Magner, P.E. 2011 Parametrc echnology Corp. Chapter 3: Renforced Concrete Slabs and Beams 3.2 Renforced Concrete Beams -
twenty one concrete construction: materials & beams ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2014
ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2014 lecture twenty one concrete construction: http:// nisee.berkeley.edu/godden materials & beams Concrete Beams
STRUNET CONCRETE DESIGN AIDS
Introtion to Conrete Bem Deign Flow Chrt The onrete em eign low hrt re the ollowing jet: For retnglr em with given imenion: Anlzing the em etion to etere it moment trength n th eining the em etion to e
Beam Bending Stresses and Shear Stress
Beam Bending Stresses and Shear Stress Notation: A = name or area Aweb = area o the web o a wide lange section b = width o a rectangle = total width o material at a horizontal section c = largest distance
Increase Decrease Remain the Same (Circle one) (2 pts)
ME 270 Sample Fnal Eam PROBLEM 1 (25 ponts) Prob. 1 questons are all or nothng. PROBLEM 1A. (5 ponts) FIND: A 2000 N crate (D) s suspended usng ropes AB and AC and s n statc equlbrum. If θ = 53.13, determne
Plan: Fuselages can. multideck
Lecture 22(18). TRENGTH ANALY OF FUELAGE Plan: 1. tructurally - power fuselage schemes. 2. trength analyss of fuselages cross-sectons. 3. emmonocoque fuselage cross-secton calculaton. Calculaton from external
Software Verification
EXAMPLE 17 Crack Width Analyi The crack width, wk, i calculated uing the methodology decribed in the Eurocode EN 1992-1-1:2004, Section 7.3.4, which make ue of the following expreion: (1) w = ( ),max ε
APPENDIX A Thickness of Base Metal
APPENDIX A Thickness of Base Metal For uncoated steel sheets, the thickness of the base metal is listed in Table A.1. For galvanized steel sheets, the thickness of the base metal can be obtained by subtracting
Masonry Beams. Ultimate Limit States: Flexure and Shear
Masonry Beams 4:30 PM 6:30 PM Bennett Banting Ultimate Limit States: Flexure and Shear Leture Outline 1. Overview (5) 2. Design for Flexure a) Tension Reinforement (40) b) Compression Reinforement (20)
Chapter 6. Compression Reinforcement - Flexural Members
Chapter 6. Compression Reinforement - Flexural Members If a beam ross setion is limite beause of arhitetural or other onsierations, it may happen that the onrete annot evelop the ompression fore require
Chapter 12 Equilibrium & Elasticity
Chapter 12 Equlbrum & Elastcty If there s a net force, an object wll experence a lnear acceleraton. (perod, end of story!) If there s a net torque, an object wll experence an angular acceleraton. (perod,
3.5b Stress Boundary Conditions: Continued
3.5b Stre Boundar Condition: Continued Conider now in more detail a urface between two different material Fig. 3.5.16. One a that the normal and hear tree are continuou acro the urface a illutrated. 2
B U I L D I N G D E S I G N
B U I L D I N G D E S I G N 10.1 DESIGN OF SLAB P R I O D E E P C H O W D H U R Y C E @ K 8. 0 1 7 6 9 4 4 1 8 3 DESIGN BY COEFFICIENT METHOD Loads: DL = 150 pc LL = 85 pc Material Properties: c = 3000
Concrete Frame Design Manual
Conrete Frame Deign Manual ETBS Integrated Three-Dimenional Stati and Dynami nalyi and Deign o Building Sytem CONCRETE FRME DESIGN MNUL COMPUTERS & STRUCTURES INC. R Computer and Struture, In. Berkeley,
INVESTIGATION ON THE SHEAR OF FIBER REINFORCED CONCRETE BEAMS CONSIDERING VARIOUS TYPES OF FIBERS
- Tehnal Paper - INESTIGATION ON THE SHEAR OF FIBER REINFORCED CONCRETE BEAMS CONSIDERING ARIOUS TYPES OF FIBERS Ptha JONGIATSAKUL *, Koj MATSUMOTO *, Ken WATANABE * and Junhro NIWA * ABSTRACT Ths paper
Chapter.4 MAGNETIC CIRCUIT OF A D.C. MACHINE
Chapter.4 MAGNETIC CIRCUIT OF A D.C. MACHINE The dfferent part of the dc machne manetc crcut / pole are yoke, pole, ar ap, armature teeth and armature core. Therefore, the ampere-turn /pole to etablh the
LRFD Software for Design and Actual Ultimate Capacity of Confined Rectangular Columns
Report No. K-TRAN: KSU-11-3 FINAL REPORT Aprl 013 LRFD Sotware or Degn and Atual Ultmate Capat o Conned Retangular Column Ahmed Mohen ABD El Fattah, Ph.D., LEED AP Hader Raheed, Ph.D., P.E. Aad Emael,
CHAPTER 5 CONCRETE DESIGN
BRIDGE DESIGN PRCTICE OCTOBER 2011 CHPTER 5 CONCRETE DESIGN TBEL OF CONTENTS 5.1 INTRODUCTION... 1 5.2 STRUCTURL MTERILS... 2 5.2.1 Conrete... 2 5.2.2 Reinoring Steel... 2 5.2.3 Pretreing Steel... 2 5.3
RE 11.e Mon. Review for Final (1-11) HW11: Pr s 39, 57, 64, 74, 78 Sat. 9 a.m. Final Exam (Ch. 1-11)
We..7 -.9, (.) Moton Wth & Wthout Torque E. ab r. otaton ab Evals.0 Quantzaton, Quz, ect Evals E.e Mon. evew or nal (-) HW: Pr s 39, 57, 64, 74, 78 Sat. 9 a.m. nal Exam (Ch. -) Usng ngular Momentum The
PROBABILISTIC RESTORATION DESIGN FOR RC SLAB BRIDGES
- Tehnl Pper - PROBABILISTIC RSTORATION DSIGN FOR RC SLAB BRIDGS Abrhm Gebre TARKGN *, Ttu TSUBAKI * ABSTRACT In e o oler brge, eng muh egn normton poble ult. Retorton egn n mportnt metho to etmte the
I have not received unauthorized aid in the completion of this exam.
ME 270 Sprng 2013 Fnal Examnaton Please read and respond to the followng statement, I have not receved unauthorzed ad n the completon of ths exam. Agree Dsagree Sgnature INSTRUCTIONS Begn each problem
σ τ τ τ σ τ τ τ σ Review Chapter Four States of Stress Part Three Review Review
Chapter Four States of Stress Part Three When makng your choce n lfe, do not neglect to lve. Samuel Johnson Revew When we use matrx notaton to show the stresses on an element The rows represent the axs
CONSOLIDATION OF STEEL PLATE GIRDERS APPLICATION OF EUROCODES
BULETNUL NSTTUTULU POLTEHNC DN AŞ Publat de Unvertatea Tehnă Gheorghe Aah dn aş Tomul LV (LX), Fa., 01 Seţa CONSTRUCŢ. ARHTECTURĂ CONSOLDATON OF STEEL PLATE GRDERS APPLCATON OF EUROCODES BY ŞTEFAN. GUŢU
Interaction Diagram - Tied Reinforced Concrete Column (Using CSA A )
Interaction Diagram - Tied Reinforced Concrete Column (Uing CSA A23.3-14) Interaction Diagram - Tied Reinforced Concrete Column Develop an interaction diagram for the quare tied concrete column hown in
Controllability and Observability
Controllability and Obervability Controllability and Obervability are propertie of ytem which relate to whether the tate can be driven to any arbitrary tate from a given input (controllable) or whether
Please review the following statement: I certify that I have not given unauthorized aid nor have I received aid in the completion of this exam.
Please revew the followng statement: I certfy that I have not gven unauthorzed ad nor have I receved ad n the completon of ths exam. Sgnature: Instructor s Name and Secton: (Crcle Your Secton) Sectons:
Solution: The strain in the bar is: ANS: E =6.37 GPa Poison s ration for the material is:
Problem 10.4 A prismatic bar with length L 6m and a circular cross section with diameter D 0.0 m is subjected to 0-kN compressive forces at its ends. The length and diameter of the deformed bar are measured
2. Analyzing stress: Defini n ti t ons n a nd n C onc n e c pt p s
2. Analyzing tre: Definition and Concept 2.1 Introduction Stre and train - The fundamental and paramount ubject in mechanic of material - Chapter 2: Stre - Chapter 3: Strain 2.2 Normal tre under aial loading
CHAPTER 4 COMPARISON OF PUSH-OUT TEST RESULTS WITH EXISTING STRENGTH PREDICTION METHODS
CHAPTER 4 COMPARISON OF PUSH-OUT TEST RESULTS WITH EXISTING STRENGTH PREDICTION METHODS 4.1 General Several tud trength rediction method have been develoed ince the 1970. Three o thee method are art o
COMPOSITE BEAM WITH WEAK SHEAR CONNECTION SUBJECTED TO THERMAL LOAD
COMPOSITE BEAM WITH WEAK SHEAR CONNECTION SUBJECTED TO THERMAL LOAD Ákos Jósef Lengyel, István Ecsed Assstant Lecturer, Professor of Mechancs, Insttute of Appled Mechancs, Unversty of Mskolc, Mskolc-Egyetemváros,
Chapter Eight. Review and Summary. Two methods in solid mechanics ---- vectorial methods and energy methods or variational methods
Chapter Eght Energy Method 8. Introducton 8. Stran energy expressons 8.3 Prncpal of statonary potental energy; several degrees of freedom ------ Castglano s frst theorem ---- Examples 8.4 Prncpal of statonary
Size Effects in Semi-brittle Materials and Gradient Theories with Application to Concrete
PhD presentaton on Sze Effets n Sem-brttle Materals an Graent Theores wth Applaton to Conrete by Antonos Trantafyllou Department of Cvl Enneern Shool of Enneern, Unversty of Thessaly Volos, Greee Avsor:
Final Exam Ship Structures Page 1 MEMORIAL UNIVERSITY OF NEWFOUNDLAND. Engineering Ship Structures
Final Exam - 53 - Ship Structures - 16 Page 1 MEMORIA UNIVERSITY OF NEWFOUNDAND Faculty of Engineering and Applied Science Engineering 53 - Ship Structures FINA EXAMINATION SONS Date: Wednesday April 13,
Plastic Analysis and Design of Steel Plate Shear Walls
7 Platc Analy and Degn of Steel Plate Shear Wall Jeffrey Berman Department of Cvl, Structural & Envronmental Engneerng, Unverty at Buffalo Reearch Supervor: Mchel Bruneau, Profeor Summary A reved procedure
Please review the following statement: I certify that I have not given unauthorized aid nor have I received aid in the completion of this exam.
ME 270 Fall 2013 Fnal Exam NME (Last, Frst): Please revew the followng statement: I certfy that I have not gven unauthorzed ad nor have I receved ad n the completon of ths exam. Sgnature: INSTRUCTIONS
Reinforced Concrete Design
Reinored Conrete Design Notation: a = depth o the eetive ompression blok in a onrete beam A g = gross area, equal to the total area ignoring any reinorement A s = area o steel reinorement in onrete beam
Rotational and Translational Comparison. Conservation of Angular Momentum. Angular Momentum for a System of Particles
Conservaton o Angular Momentum 8.0 WD Rotatonal and Translatonal Comparson Quantty Momentum Ang Momentum Force Torque Knetc Energy Work Power Rotaton L cm = I cm ω = dl / cm cm K = (/ ) rot P rot θ W =
e a = 12.4 i a = 13.5i h a = xi + yj 3 a Let r a = 25cos(20) i + 25sin(20) j b = 15cos(55) i + 15sin(55) j
Vetors MC Qld-3 49 Chapter 3 Vetors Exerse 3A Revew of vetors a d e f e a x + y omponent: x a os(θ 6 os(80 + 39 6 os(9.4 omponent: y a sn(θ 6 sn(9 0. a.4 0. f a x + y omponent: x a os(θ 5 os( 5 3.6 omponent:
Risto Koivula, MSc Laboratory of Structural Engineering, Tampere University of Technology P.O. Box 600, FIN Tampere, Finland
A THN-WALLED RETANGULAR BOX BEA UNDER TORSON: A OPARSON OF THE KOLLBRUNNER- HAJDN SOLUTON WTH A SOLUTON BY DVDNG THE BEA NTO TWO GUDED VLASOV BEAS WTH OPEN ROSS- SETON Rito Koivla, Sc Laoratory of Strctral
Case Study in Reinforced Concrete adapted from Simplified Design of Concrete Structures, James Ambrose, 7 th ed.
ARCH 631 Note Set 11 F013abn Case Stdy Refored Conrete adapted from Simplified Design of Conrete Strtres, James Ambrose, 7 th ed. Bildg desription The bildg is a three-story offie bildg tended for spelative
A Tale of Friction Basic Rollercoaster Physics. Fahrenheit Rollercoaster, Hershey, PA max height = 121 ft max speed = 58 mph
A Tale o Frcton Basc Rollercoaster Physcs Fahrenhet Rollercoaster, Hershey, PA max heght = 11 t max speed = 58 mph PLAY PLAY PLAY PLAY Rotatonal Movement Knematcs Smlar to how lnear velocty s dened, angular
Stress Analysis Lecture 3 ME 276 Spring Dr./ Ahmed Mohamed Nagib Elmekawy
Stress Analysis Lecture 3 ME 276 Spring 2017-2018 Dr./ Ahmed Mohamed Nagib Elmekawy Axial Stress 2 Beam under the action of two tensile forces 3 Beam under the action of two tensile forces 4 Shear Stress
AP Statistics Ch 3 Examining Relationships
Introducton To tud relatonhp between varable, we mut meaure the varable on the ame group of ndvdual. If we thnk a varable ma eplan or even caue change n another varable, then the eplanator varable and
Module: 8 Lecture: 1
Moule: 8 Lecture: 1 Energy iipate by amping Uually amping i preent in all ocillatory ytem. It effect i to remove energy from the ytem. Energy in a vibrating ytem i either iipate into heat oun or raiate
UNSYMMETRICAL BENDING
UNSYMMETRICAL BENDING The general bending stress equation for elastic, homogeneous beams is given as (II.1) where Mx and My are the bending moments about the x and y centroidal axes, respectively. Ix and
PHYSICALLY-BASED CONSTITUTIVE EQUATIONS FOR IRRADIATED RPV AND INTERNALS
Tranng Shool, 3-7 September 208 Polytehn Unverty of Valena (Span) PHYSICALLY-BASED CONSTITUTIVE EQUATIONS FOR IRRADIATED RPV AND INTERNALS Ghath Monnet, EDF R&D, MMC Ludov Vnent, CEA DEN, SRMA Chu Ma,
Design a reinforced concrete retaining wall for the following conditions. f'c = 3000 psi fy = 60 ksi
CE 4 Fall 005 Retag all Deign Example / 8 Deign a reore onrete retag all or the ollog onition. 000 pi 0 i rharge q 400 p Fill: φ o Unit t 00 p H 8 t toe t tem Natral Soil: φ o alloable bearg prere 5000p
ONE-DIMENSIONAL ELEMENTS
4. ONE-DENONA EEEN Beore 96, the eld o trctral Analy Wa Retrcted to One-Dmenonal Element 4. NRODUCON { XE "Beam" }{ XE "rame Element" }{ XE "Non-rmatc Element" }ot trctral engneer have the mpreon that
P1.2 w = 1.35g k +1.5q k = = 4.35kN/m 2 M = wl 2 /8 = /8 = 34.8kN.m V = wl /2 = /2 = 17.4kN
Chapter Solution P. w = 5 0. 0. =.5k/m (or.5/) US load =.5 g k +.5 q k =.5k/m = / =.5 / =.k.m (d) V = / =.5 / =.k P. w =.5g k +.5q k =.5 +.5 =.5k/m = / =.5 / =.k.m V = / =.5 / = 7.k 5 5( ) 000 0,0005000.
STRESS-STRAIN DIAGRAM
CHAPTER 7 STRESS-STRAIN DIAGRAM AND STRENGTH PARAMETERS 7.1 STRESS-STRAIN BEHAVIOUR OF MATERIA All engineering material do not how ame ort of behaviour when ubjected to tenion a well a compreion. There
CHAPTER 9 LINEAR MOMENTUM, IMPULSE AND COLLISIONS
CHAPTER 9 LINEAR MOMENTUM, IMPULSE AND COLLISIONS 103 Phy 1 9.1 Lnear Momentum The prncple o energy conervaton can be ued to olve problem that are harder to olve jut ung Newton law. It ued to decrbe moton
DEPARTMENT OF MECHANICAL ENGINEERING BANGLADESH UNIVERSITY OF ENGINEERING AND TECHNOLOGY, DHAKA. ME-346: MECHANICS OF MACHINERY SESSIONAL
DEPARTMENT OF MECHANICAL ENGINEERING BANGLADESH UNIVERSITY OF ENGINEERING AND TECHNOLOGY, DHAKA. Apple Mechancs an Materal Laboratory ME-346: MECHANICS OF MACHINERY SESSIONAL Mechancal engneers eal wth
APPENDIX F A DISPLACEMENT-BASED BEAM ELEMENT WITH SHEAR DEFORMATIONS. Never use a Cubic Function Approximation for a Non-Prismatic Beam
APPENDIX F A DISPACEMENT-BASED BEAM EEMENT WITH SHEAR DEFORMATIONS Never use a Cubc Functon Approxmaton for a Non-Prsmatc Beam F. INTRODUCTION { XE "Shearng Deformatons" }In ths appendx a unque development
MECHANICS OF MATERIALS
Fourth Edton CHTER MECHNICS OF MTERIS Ferdnand. Beer E. Russell Johnston, Jr. John T. DeWolf ecture Notes: J. Walt Oler Texas Tech Unversty Stress and Stran xal oadng Contents Stress & Stran: xal oadng
twenty steel construction: columns & tension members ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS FALL 2018 lecture
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS Cor-Ten Steel Sulpture By Rihard Serra Museum of Modern Art Fort Worth, TX (AISC - Steel Strutures of the Everyday) FALL 2018 leture
ECE 422 Power System Operations & Planning 2 Synchronous Machine Modeling
ECE 422 Power System Operatons & Plannng 2 Synhronous Mahne Moelng Sprng 219 Instrutor: Ka Sun 1 Outlne 2.1 Moelng of synhronous generators for Stablty Stues Synhronous Mahne Moelng Smplfe Moels for Stablty
ECE 522 Power Systems Analysis II 2 Power System Modeling
ECE 522 Power Systems Analyss II 2 Power System Moelng Sprng 218 Instrutor: Ka Sun 1 Outlne 2.1 Moelng of synhronous generators for Stablty Stues Synhronous Mahne Moelng Smplfe Moels for Stablty Stues
3.6 Flexural, Design Example of Negative Moment Region
3.0 CONCRETE STRUCTURES 3.1 Material Propertie 3.2 Fatigue Limit State 3.3 Strength Limit State 3.4 Flexure 3.5 Flexure Deign Example 3.6 Flexural, Deign Example o Negative Moment Region 3.7 Shear 3.8
AVERAGE STRESS-STRAIN RELATIONSHIP OF STEEL BARS EMBEDDED IN CONCRETE
1 th World Conerene on Earthquake Engineering Vanouver, B.C., Canada Augut 1-6, 4 Paper No. 9 AVERAGE STRESS-STRAIN RELATIONSHIP OF STEEL BARS EMBEDDED IN CONCRETE Shaohua CHEN 1 and Tohimi KABEYASAWA
of concretee Schlaich
Seoul Nat l Unersty Conrete Plastty Hong Sung Gul Chapter 1 Theory of Plastty 1-1 Hstory of truss model Rtter & Morsh s 45 degree truss model Franz Leonhardt - Use of truss model for detalng of renforement.
Unified Design Method for Flexure and Debonding in FRP Retrofitted RC Beams
Unified Deign Method for Flexure and Debonding in FRP Retrofitted RC Beam G.X. Guan, Ph.D. 1 ; and C.J. Burgoyne 2 Abtract Flexural retrofitting of reinforced concrete (RC) beam uing fibre reinforced polymer
five mechanics of materials Mechanics of Materials Mechanics of Materials Knowledge Required MECHANICS MATERIALS
RCHITECTUR STRUCTURES: FORM, BEHVIOR, ND DESIGN DR. NNE NICHOS SUMMER 2014 Mechanics o Materials MECHNICS MTERIS lecture ive mechanics o materials www.carttalk.com Mechanics o Materials 1 rchitectural
REINFORCED CONCRETE STRUCTURE DESIGN ANALYSIS UNDER EARTHQUAKE LOADING (LATERAL LOAD)
REINFORCE CONCRETE STRUCTURE ESIGN ANALYSIS UNER EARTHQUAKE LOAING (LATERAL LOA) r. Muzaffer BÖREKÇİ SUMMARY FOR ANALYSIS UNER EARTQUAKE etermne the buldng parameters gven n Turksh Sesmc Code for Buldngs
Structural Eurocodes EN 1995 Design of Timber Structures
Structural Eurocoes EN 995 Design o Tiber Structures John J Murph Chartere Engineer EN 995-- Design o Tiber Structures General Coon Rules an Rules or Builings Liit state esign Tiber Properties IS-EN 338:
Lecture-04 Design of RC Members for Shear and Torsion
Lecture-04 Design of RC Members for Shear and Torsion By: Prof. Dr. Qaisar Ali Civil Engineering Department UET Peshawar drqaisarali@uetpeshawar.edu.pk www.drqaisarali.com 1 Topics Addressed Design of
and Reinforced Soil Structures
Geosynthetcs t and Renforced Sol Structures K. Rajagopal, Professor Department of Cvl Engneerng IIT Madras, Chenna e-mal: gopalkr@tm.ac.n Embankment or Wall? Any slope steeper than 70 s desgned as a retanng
Uniaxial Concrete Material Behavior
COMPUTERS AND STRUCTURES, INC., JULY 215 TECHNICAL NOTE MODIFIED DARWIN-PECKNOLD 2-D REINFORCED CONCRETE MATERIAL MODEL Overview This tehnial note desribes the Modified Darwin-Peknold reinfored onrete
Ch. 7 Lagrangian and Hamiltonian dynamics Homework Problems 7-3, 7-7, 7-15, 7-16, 7-17, 7-18, 7-34, 7-37, where y'(x) dy dx Δ Δ Δ. f x.
Ch. 7 Laranan an Hamltonan namcs Homewor Problems 7-3 7-7 7-5 7-6 7-7 7-8 7-34 7-37 7-40 A. revew o calculus o varatons (Chapter 6. basc problem or J { ( '(; } where '( For e en ponts an ntereste n the
5.2 Design for Shear (Part I)
5. Design or Shear (Par I) This seion overs he ollowing opis. General Commens Limi Sae o Collapse or Shear 5..1 General Commens Calulaion o Shear Demand The objeive o design is o provide ulimae resisane
Chapter 8. Shear and Diagonal Tension
Chapter 8. and Diagonal Tension 8.1. READING ASSIGNMENT Text Chapter 4; Sections 4.1-4.5 Code Chapter 11; Sections 11.1.1, 11.3, 11.5.1, 11.5.3, 11.5.4, 11.5.5.1, and 11.5.6 8.2. INTRODUCTION OF SHEAR
Risk Based Maintenance Strategy for Coastal Concrete Structures
10DBMC Internatonal Conférene On Durablty of Bulng Materals an Components Rsk Base Mantenane Strategy for Coastal Conrete Strutures C.Q. L 1, W. Lawanwsut 1, J.J 2 1 Unversty of Dunee, Department of Cvl
MEASUREMENT OF MOMENT OF INERTIA
1. measurement MESUREMENT OF MOMENT OF INERTI The am of ths measurement s to determne the moment of nerta of the rotor of an electrc motor. 1. General relatons Rotatng moton and moment of nerta Let us
STATISTICAL MODEL FOR THE PREDICTION OF SHEAR STRENGTH OF HIGH STRENGTH REINFORCED CONCRETE BEAMS
STATISTICAL MODEL FOR THE PREDICTION OF SHEAR STRENGTH OF HIGH STRENGTH REINFORCED CONCRETE BEAMS Attaullah Shah* Allama Iqbal Open University Islamabad Pakistan Saeed Ahmad Department of Civil Engineering,
Stresses near a plate vertex due to a shear force on one of the edges
Stree near a plate vertex due to a hear force on one of the edge P.C.J. Hoogenboom Delft Univerity of Technology, Faculty of Civil Engineering and Geocience, Delft, the Netherland A cloed form olution