Seismic Loads Based on IBC 2012/ASCE 7-10
|
|
- Austin Jenkins
- 7 years ago
- Views:
Transcription
1 Seismic Loads Based on IBC 2012/ASCE 7-10 Based on Section of IBC 2012, Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earthquake motions in accordance with ASCE 7, ecluding Chapter 14 and Appendi 11A. The seismic design category for a structure is permitted to be determined in accordance with Section 1613 or ASCE 7. Eceptions: 1. Detached one- and two-family dwellings, assigned to Seismic Design Category A, B or C, or located where the mapped short-period spectral response acceleration, S S, is less than 0.4 g. 2. The seismic force-resisting system of wood-frame buildings that conform to the provisions of Section 2308 are not required to be analyzed as specified in this section. 3. Agricultural storage structures intended only for incidental human occupancy. 4. Structures that require special consideration of their response characteristics and environment that are not addressed by this code or ASCE 7 and for which other regulations provide seismic criteria, such as vehicular bridges, electrical transmission towers, hydraulic structures, buried utility lines and their 160
2 Analysis Procedure 1- Determination of maimum considered earthquake and design spectral response accelerations: Determine the mapped maimum considered earthquake MCE spectral response accelerations, S s for short period (0.2 sec.) and S 1 for long period (1.0 sec.) using the spectral acceleration maps in IBC Figures (1) through (6). Where S 1 is less than or equal to 0.04 and S s is less than or equal to 0.15, the structure is permitted to be assigned to Seismic Design Category A. Determine the site class based on the soil properties. The site shall be classified as Site Class A, B, C, D, E or F in accordance with Chapter 20 of ASCE 7. Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the building official or geotechnical data determines Site Class E or F soils are present at the site. Determine the maimum considered earthquake spectral response accelerations adjusted for site class effects, S MS at short period and S M 1 at long period in accordance with IBC where: S = F S S MS a s = M 1 Fv S 1 F a = Site coefficient defined in IBC Table (1). F = Site coefficient defined in IBC Table (2). v 161
3 Determine the 5% damped design spectral response accelerations S DS at short period and S D1 at long period in accordance with IBC S = (2 / 3) DS S MS D1 ( 2 / 3) SM 1 S = where: S MS = The maimum considered earthquake spectral response accelerations for short period as determined in section S M1 = The maimum considered earthquake spectral response accelerations for long period as determined in section Determination of seismic design category and Importance factor: Risk categories of buildings and other structures are shown in IBC Table Importance factors, Ie, are shown in ASCE 7-10 Table Structures classified as Risk Category I, II or III that are located where the mapped spectral response acceleration parameter at 1-second period, S 1, is greater than or equal to 0.75 shall be assigned to Seismic Design Category E. Structures classified as Risk Category IV that are located where the mapped spectral response acceleration parameter at 1-second period, S 1, is greater than or equal to 0.75 shall be assigned to Seismic Design Category F. All other structures shall be assigned to a seismic design category based on their risk category and the design spectral response acceleration parameters, 162
4 S DS and S D1, determined in accordance with Section or the site-specific procedures of ASCE 7. Each building and structure shall be assigned to the more severe seismic design category in accordance with Table (1) or (2), irrespective of the fundamental period of vibration of the structure. 163
5 3- Determination of the Seismic Base Shear: The structural analysis shall consist of one of the types permitted in ASCE 7-10 Table , based on the structure s seismic design category, structural system, dynamic properties, and regularity, or with the approval of the authority having jurisdiction, an alternative generally accepted procedure is permitted to be used. The analysis procedure selected shall be completed in accordance with the requirements of the corresponding section referenced in Table
6 165
7 3.1 Equivalent Lateral Force Analysis: Section 12.8 of ASCE 7-10 shall be used. The seismic base shear V in a given direction is determined in accordance with the following equation: V = Cs W where: W = effective seismic weight The effective seismic weight, W, of a structure shall include the dead load above the base and other loads above the base as listed below: 1. In areas used for storage, a minimum of 25 percent of the floor live load shall be included. Eceptions a. Where the inclusion of storage loads adds no more than 5% to the effective seismic weight at that level, it need not be included in the effective seismic weight. b. Floor live load in public garages and open parking structures need not be included. 2. Where provision for partitions is required in the floor load design, the actual partition weight or a minimum weight of 0.48 kn/m 2 of floor area, whichever is greater. 3. Total operating weight of permanent equipment. C s = Seismic response coefficient = S DS ( R / I ) e R = response modification factor, given in ASCE 7-10 Table I = importance factor e The value of C s shall not eceed the following: SD 1 Cs = for T TL T ( R / I ) e 166
8 C s S T D1 L = for 2 L T ( R / I ) e T > T The value of C s shall not be less than: C S I 0.01 s = DS e For structures located where S 1 is equal to or greater than 0.6g, C s shall not be less than 0.5 S1 Cs = ( R / Ie ) where: T = fundamental period of the structure T L = long-period transition period, (given in ASCE 7-10 Figure 22), which is the transition period between the velocity and displacement-controlled portions of the design spectrum (about 5 seconds for Gaza Strip). An approimate value of T a may be obtained from: n T a = Ct h where: h n = height of the building above the base in meters C t = building period coefficient given in Table = constant given in Table The calculated fundamental period, T, cannot eceed the product of the coefficient, C u, in Table times the approimate fundamental period, T a. 167
9 Table : Coefficient for upper limit on calculated period Design Spectral Response, S D1 Coefficient C u In cases where moment resisting frames do not eceed twelve stories in height and having a minimum story height of 3 m, an approimate period T a in seconds in the following form can be used: T a = 0. 1 N where N = number of stories above the base
10 3.2 Vertical Distribution of Seismic Forces: and F C = C v w i= 1 V v = n w h i k h k i F F F w n w w 1 h h h where: F = Lateral force at level C v = Vertical distribution factor V = total design lateral force or shear at the base of the building w and w i = the portions of W assigned to levels and i h and h i = heights to levels and i k = a distribution eponent related to the building period as follows: k = 1 for buildings with T less than or equal to 0.5 seconds k = 2 for buildings with T more than or equal to 2.5 seconds Interpolate between k = 1 and k = 2 for buildings with T between 0.5 and Horizontal Distribution of Forces and Torsion: Horizontally distribute the shear V V = F i i= 1 where: F = portion of the seismic base shear, V, introduced at level i i Accidental Torsion, M ta M ta = V ( B) Total Torsion, M = M + M M T T t ta 169
11 3.4 Story Drift: The story drift,, is defined as the difference between the deflection of the center of mass at the top and bottom of the story being considered. Cd δ e δ = Ie Where: C d = deflection amplification factor, given in Table δ = deflection determined by elastic analysis e 170
12 171
13 172
14 173
15 174
16 175
17 4- Seismic Load Effects and Combinations: 4.1 Seismic Load Effect Use E = ρ Q + 0. S D for these combinations E 2 DS Use E = ρ Q 0. S D for these combinations E 2 DS The vertical seismic load effect, to or less than Load Effect with Over-strength Factor S DS, is permitted to be taken as zero when SDs is equal 176
18 4.3 Redundancy: The value of ρ is permitted to equal 1.0 for the following: 1. Structures assigned to Seismic Design Category B or C. 2. Drift calculation and P-delta effects. 3. Design of collector elements. 4. Design of members or connections where the seismic load effects including overstrength factor are required for design. 5. Diaphragm loads. For structures assigned to Seismic Design Category D, E, or F, ρ shall equal 1.3 unless one of the following two conditions is met, whereby ρ is permitted to be taken as 1.0: a. Each story resisting more than 35 percent of the base shear in the direction of interest shall comply with Table b. Structures that are regular in plan at all levels provided that the seismic force-resisting systems consist of at least two bays of seismic force-resisting perimeter framing on each side of the structure in each orthogonal direction at each story resisting more than 35 percent of the base shear. The number of bays for a shear wall shall be calculated as the length of shear wall divided by the story height or two times the length of shear wall divided by the story height, hs, for light-frame construction. 177
19 Eample (8): For the building shown in Eample (1), using IBC 2012/ASCE 7-10, evaluate the forces at the floor levels perpendicular to aes 1-1, 2-2, 3-3 and 4-4. Note that site class is D, S s = g and S = g. Solution: Using Tables (1) and (2), short-period site coefficient F a =1. 60 and long-period site coefficient F v = Maimum considered earthquake spectral response accelerations adjusted for site class effects are evaluated. SMS = Fa Ss =1.60( 0.25 g) = 0. 4 g and SM1 = Fv S1 = 2.40( 0.10 g) = g The 5% damped design spectral response accelerations S DS at short period and S D1 at long period in accordance are evaluated. 2 2 SDS = SMS = ( 0.40 g) = g SD 1 = SM1 = ( 0.24 g) = g 3 3 Occupancy importance factor, I e =1. 0 as evaluated from IBC 2012 Table and ASCE 7-10 Table From Table (1) and for S DS = g, Seismic Design Category (SDC) is B. For S D 1 = g and using Table (2), SDC is C. Therefore, seismic design category (SDC) is C. For ordinary shear walls and using ASCE 7-10 Table , response modification coefficient R =5. 0. The seismic base shear V in a given direction is determined in accordance with the following equation: V = C s W C s = S DS D1 ( R / I ) T ( R / I ) e S e S 0.01 I DS e 0.75 Approimate period T a = 0.049( 21) = 0.48 sec. =1.58( 0.48) = 0.758sec. > 0.48 sec. C T u a 178
20 0.267 C s = = i.e., C = s < 0.16 (5.0) = > 0.044( 0.267) O.K ( 0.48) The seismic base shear V = ( ) = tons F Vertical distribution of forces: k w h Cv V and Cv = n k w h i = i= 1 K = (from linear interpolation). Shear forces V = F i i= 1 Vertical Distribution of Forces: Level i h ( ) w h v w i C F 179
Design Example 1 Design Spectral Response Acceleration Parameters 11.4
Design Example 1 Design Spectral Response Acceleration Parameters 11.4 OVERVIEW For a given building site, the risk-targeted maximum considered earthquake spectral response accelerations S S, at short
More informationThe ASCE 7 standard Minimum Design Loads for
Significant changes from ASCE 7-05 to ASCE 7-10, part 1: Seismic design provisions S. K. Ghosh This paper presents the major changes that have taken place in the seismic design provisions from ASCE (American
More informationEARTHQUAKE INDUCED AMPLIFIED LOADS IN STEEL INVERTED V- TYPE CONCENTRICALLY BRACED FRAMES
EARTHQUAKE INDUCED AMPLIFIED LOADS IN STEEL INVERTED V- TYPE CONCENTRICALLY BRACED FRAMES Bora Akşar 1, Selçuk Doğru 2, Jay Shen 3, Ferit Cakir 4, Bulent Akbas 5 1 Res.Asst,, Gebze Technical University,
More informationEVALUATION OF SEISMIC RESPONSE - FACULTY OF LAND RECLAMATION AND ENVIRONMENTAL ENGINEERING -BUCHAREST
EVALUATION OF SEISMIC RESPONSE - FACULTY OF LAND RECLAMATION AND ENVIRONMENTAL ENGINEERING -BUCHAREST Abstract Camelia SLAVE University of Agronomic Sciences and Veterinary Medicine of Bucharest, 59 Marasti
More informationSEISMIC APPROACH DESIGN COMPARISON BETWEEN
IABSE ANNUAL MEETING, LONDON, 19 TH SEPTEMBER 2011 SEISMIC APPROACH DESIGN COMPARISON BETWEEN IBC AND ITALIAN DM2008 Ing. Luca Zanaica Senior Structural Engineer Ing. Francesco Caobianco Senior Structural
More informationSEISMIC DESIGN. Various building codes consider the following categories for the analysis and design for earthquake loading:
SEISMIC DESIGN Various building codes consider the following categories for the analysis and design for earthquake loading: 1. Seismic Performance Category (SPC), varies from A to E, depending on how the
More informationNovember 20, 2013. Heather Sustersic had132@psu.edu. Dear Professor Sustersic,
November 20, 2013 Heather Sustersic had132@psu.edu Dear Professor Sustersic, The following technical report was written to fulfill the requirements specified in the Structural Technical Report 4 assignment
More informationCH. 2 LOADS ON BUILDINGS
CH. 2 LOADS ON BUILDINGS GRAVITY LOADS Dead loads Vertical loads due to weight of building and any permanent equipment Dead loads of structural elements cannot be readily determined b/c weight depends
More informationSpecification for Structures to be Built in Disaster Areas
Ministry of Public Works and Settlement Government of Republic of Turkey Specification for Structures to be Built in Disaster Areas PART III - EARTHQUAKE DISASTER PREVENTION (Chapter 5 through Chapter
More information4B-2. 2. The stiffness of the floor and roof diaphragms. 3. The relative flexural and shear stiffness of the shear walls and of connections.
Shear Walls Buildings that use shear walls as the lateral force-resisting system can be designed to provide a safe, serviceable, and economical solution for wind and earthquake resistance. Shear walls
More informationDESIGN SPECIFICATIONS FOR HIGHWAY BRIDGES PART V SEISMIC DESIGN
DESIGN SPECIFICATIONS FOR HIGHWAY BRIDGES PART V SEISMIC DESIGN MARCH 2002 CONTENTS Chapter 1 General... 1 1.1 Scope... 1 1.2 Definition of Terms... 1 Chapter 2 Basic Principles for Seismic Design... 4
More informationPrepared For San Francisco Community College District 33 Gough Street San Francisco, California 94103. Prepared By
Project Structural Conditions Survey and Seismic Vulnerability Assessment For SFCC Civic Center Campus 750 Eddy Street San Francisco, California 94109 Prepared For San Francisco Community College District
More informationTECHNICAL NOTE. Design of Diagonal Strap Bracing Lateral Force Resisting Systems for the 2006 IBC. On Cold-Formed Steel Construction INTRODUCTION
TECHNICAL NOTE On Cold-Formed Steel Construction 1201 15th Street, NW, Suite 320 W ashington, DC 20005 (202) 785-2022 $5.00 Design of Diagonal Strap Bracing Lateral Force Resisting Systems for the 2006
More informationEarthquakes and Data Centers
7x24 Exchange Fall Symposium September 11, 2013 Hilton Bellevue Andrew W. Taylor, Ph.D., S.E., FACI Earthquake Hazards 2 September 11, 2013 1 Cascadia Earthquake Sources Figure Credit: Craig Weaver, Pacific
More informationSEISMIC DESIGN CRITERIA
Chapter 11 SEISMIC DESIGN CRITERIA 11.1 GENERAL 11.1.1 Purpose. Chapter 11 presents criteria for the design and construction of buildings and other structures subject to earthquake ground motions. The
More informationNational Council of Examiners for Engineering and Surveying. Principles and Practice of Engineering Structural Examination
Structural Effective Beginning with the April 2011 The structural engineering exam is a breadth and exam examination offered in two components on successive days. The 8-hour Vertical Forces (Gravity/Other)
More informationContractor s Statement of Responsibility for Seismic-Force-Resisting Systems This form is to be filled out by the contractor.
SPECIAL INSPECTION PROCEDURE IBC CHAPTER 17 2012 EDITION When Required All projects that require a SC licensed Architect or Engineer per SC Architectural and Engineering registration law. Overview The
More informationUntopped Precast Concrete Diaphragms in High-Seismic Applications. Ned M. Cleland, Ph.D., P.E. President Blue Ridge Design, Inc. Winchester, Virginia
Untopped Precast Concrete Diaphragms in High-Seismic Applications Ned M. Cleland, Ph.D., P.E. President Blue Ridge Design, Inc. Winchester, Virginia S. K. Ghosh, Ph.D. President S. K. Ghosh Associates,
More informationProtecting data centers from seismic activity Understanding enclosure standards is critical to protecting equipment
Protecting data centers from seismic activity Understanding enclosure standards is critical to protecting equipment Author: Joel Young, engineer at Crenlo Abstract In the event of an earthquake, the type
More informationEFFECT OF POSITIONING OF RC SHEAR WALLS OF DIFFERENT SHAPES ON SEISMIC PERFORMANCE OF BUILDING RESTING ON SLOPING GROUND
International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 3, May June 2016, pp. 373 384, Article ID: IJCIET_07_03_038 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=3
More informationDESIGN DRIFT REQUIREMENTS FOR LONG-PERIOD STRUCTURES
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 3292 DESIGN DRIFT REQUIREMENTS FOR LONG-PERIOD STRUCTURES Gary R. Searer 1 and Sigmund A. Freeman 2 SUMMARY
More informationDesign for Nonstructural Components
14 Design for Nonstructural Components Robert Bachman, S.E., John Gillengerten, S.E. and Susan Dowty, S.E. Contents 14.1 DEVELOPMENT AND BACKGROUND OF THE REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS... 3
More informationSeismic Risk Prioritization of RC Public Buildings
Seismic Risk Prioritization of RC Public Buildings In Turkey H. Sucuoğlu & A. Yakut Middle East Technical University, Ankara, Turkey J. Kubin & A. Özmen Prota Inc, Ankara, Turkey SUMMARY Over the past
More informationDEVELOPMENT AND APPLICATIONS OF TUNED/HYBRID MASS DAMPERS USING MULTI-STAGE RUBBER BEARINGS FOR VIBRATION CONTROL OF STRUCTURES
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 2243 DEVELOPMENT AND APPLICATIONS OF TUNED/HYBRID MASS DAMPERS USING MULTI-STAGE RUBBER BEARINGS FOR
More informationMiss S. S. Nibhorkar 1 1 M. E (Structure) Scholar,
Volume, Special Issue, ICSTSD Behaviour of Steel Bracing as a Global Retrofitting Technique Miss S. S. Nibhorkar M. E (Structure) Scholar, Civil Engineering Department, G. H. Raisoni College of Engineering
More informationComputer Program for the Analysis of Loads On Buildings. Using the ASCE 7-93 Standard. Stephen E. Browning. Master of Engineering.
Computer Program for the Analysis of Loads On Buildings Using the ASCE 7-93 Standard Minimum Design Loads for Buildings and Other Structures by Stephen E. Browning Report submitted to the Faculty of Virginia
More informationDevelopment of Seismic-induced Fire Risk Assessment Method for a Building
Development of Seismic-induced Fire Risk Assessment Method for a Building AI SEKIZAWA National Research Institute of Fire and Disaster 3-14-1, Nakahara, Mitaka, Tokyo 181-8633, Japan sekizawa@fri.go.jp
More informationExpected Performance Rating System
Expected Performance Rating System In researching seismic rating systems to determine how to best classify the facilities within the Portland Public School system, we searched out what was used by other
More informationComparison of the Structural Provisions in the International Existing Building Code 2012 versus the Rhode Island State Rehabilitation Code
August 3, 2012 Existing Building Code 2012 versus the Rhode Island State By: Structural Engineers Association of Rhode Island, Building Code Committee Introduction At the request of the Building Code Standards
More informationLoads and Load Combinations for NBCC. Outline
Loads and Load Combinations for NBCC Prepared by Dr Michael Bartlett, P.Eng University of Western Ontario Presented with minor modifications by Dr Robert Sexsmith, P.Eng. University of British Columbia
More informationDiscipline: Structural Issued 04-26-06
California Department of General Services. Division of the State Architect. Product Acceptance Report STRUCTURAL SHEAR PANEL SURE-BOARD SERIES 200 PANELS PA-132 Discipline: Structural Issued 04-26-06 This
More informationReview of Code Provisions on Design Seismic Forces for Liquid Storage Tanks
Document No. :: IITK-GSDMA-EQ1-V1. Final Report :: A - Earthquake Codes IITK-GSDMA Project on Building Codes Review of Code Provisions on Design Seismic Forces for Liquid Storage Tanks by Dr. O. R. Jaiswal
More informationSEISMIC TESTING OF NON-STRUCTURAL COMPONENTS AND ASSESSMENT OF THE PRESCRIBED RESPONSE SPECTRUM
NCEE Tenth U.S. National Conference on Earthquake Engineering Frontiers of Earthquake Engineering July -5, Anchorage, Alaska SEISMIC TESTING OF NON-STRUCTURAL COMPONENTS AND ASSESSMENT OF THE PRESCRIBED
More informationChapter 6 ROOF-CEILING SYSTEMS
Chapter 6 ROOF-CEILING SYSTEMS Woodframe roof-ceiling systems are the focus of this chapter. Cold-formed steel framing for a roof-ceiling system also is permitted by the IRC but will not be discussed;
More informationSeismic Risk Evaluation of a Building Stock and Retrofit Prioritization
Seismic Risk Evaluation of a Building Stock and Retrofit Prioritization Seismic risk assessment of large building stocks can be conducted at various s depending on the objectives, size of the building
More informationSeismic performance evaluation of an existing school building in Turkey
CHALLENGE JOURNAL OF STRUCTURAL MECHANICS 1 (4) (2015) 161 167 Seismic performance evaluation of an existing school building in Turkey Hüseyin Bilgin * Department of Civil Engineering, Epoka University,
More informationSEISMIC ANALYSIS AND RETROFITTING OF R.C.C STRUCTURE
International Journal of Advanced Research in Biology Engineering Science and Technology (IJARBEST) Vol., Issue, April 1 SEISMIC ANALYSIS AND RETROFITTING OF R.C.C STRUCTURE M.R.NAVANEETHA KRISHNAN 1,
More informationSTRESS AND DEFORMATION ANALYSIS OF LINEAR ELASTIC BARS IN TENSION
Chapter 11 STRESS AND DEFORMATION ANALYSIS OF LINEAR ELASTIC BARS IN TENSION Figure 11.1: In Chapter10, the equilibrium, kinematic and constitutive equations for a general three-dimensional solid deformable
More informationRehabilitation of a 1985 Steel Moment- Frame Building
Rehabilitation of a 1985 Steel Moment- Frame Building Gregg Haskell, a) M.EERI A 1985 steel moment frame is seismically upgraded using passive energy dissipation, without adding stiffness to the system.
More information1997 Uniform Administrative Code Amendment for Earthen Material and Straw Bale Structures Tucson/Pima County, Arizona
for Earthen Material and Straw Bale Structures SECTION 70 - GENERAL "APPENDIX CHAPTER 7 - EARTHEN MATERIAL STRUCTURES 70. Purpose. The purpose of this chapter is to establish minimum standards of safety
More information10.1. Solving Quadratic Equations. Investigation: Rocket Science CONDENSED
CONDENSED L E S S O N 10.1 Solving Quadratic Equations In this lesson you will look at quadratic functions that model projectile motion use tables and graphs to approimate solutions to quadratic equations
More informationTHE PEOPLE OF THE CITY OF LOS ANGELES DO ORDAIN AS FOLLOWS:
ORDINANCE NO. 183893 An ordinance amending Divisions 93 and 95 of Article I of Chapter IX of the Los Angeles Municipal Code to establish mandatory standards for earthquake hazard reduction in existing
More informationG. Michele Calvi IUSS Pavia
CONVEGNO SISMA ED ELEMENTI NON STRUTTURALI Approcci, Stati Limite e Verifiche Prestazionali Bologna 24 ottobre 2014 PROGETTO DI ELEMENTI NON STRUTTURALI SOGGETTI AD AZIONI SISMICHE G. Michele Calvi IUSS
More informationSeismic Retrofit of Bridges - A Short Course
Seismic Retrofit of Bridges - A Short Course Presented by Ian Buckle Geoffrey Martin, and Richard Nutt MULTIDISCIPLINARY CENTER FOR EARTHQUAKE ENGINEERING RESEARCH Tilting of pier 12, Ejian bridge, Chi-chi
More informationCh. 58 DIVISION D-O 34 CHAPTER 58. DIVISION D-O ORDINARY COMMERCIAL, INDUSTRIAL, OFFICE OCCUPANCY GROUP CONSTRUCTION TYPE MAXIMUM STORY HEIGHT
Ch. 58 DIVISION D-O 34 CHAPTER 58. DIVISION D-O ORDINARY COMMERCIAL, INDUSTRIAL, OFFICE Sec. 58.1. Division D-O occupancies. 58.2. Separation and mixed occupancy. OCCUPANCY GROUP CONSTRUCTION TYPE MAXIMUM
More informationDESIGN OF SLABS. 3) Based on support or boundary condition: Simply supported, Cantilever slab,
DESIGN OF SLABS Dr. G. P. Chandradhara Professor of Civil Engineering S. J. College of Engineering Mysore 1. GENERAL A slab is a flat two dimensional planar structural element having thickness small compared
More informationReinforced Concrete Design
FALL 2013 C C Reinforced Concrete Design CIVL 4135 ii 1 Chapter 1. Introduction 1.1. Reading Assignment Chapter 1 Sections 1.1 through 1.8 of text. 1.2. Introduction In the design and analysis of reinforced
More informationSTRUCTURAL DESIGN CHAPTER 16
CHAPTER 16 STRUCTURAL DESIGN SECTION 1601 GENERAL 1601.1 Scope. The provisions of this chapter shall govern the structural design of buildings, structures and portions thereof regulated by this code. SECTION
More informationCritical Facility Round Table
Critical Facility Round Table October 16, 2003 San Francisco Seismic Risk for Data Centers David Bonneville Senior Principal Degenkolb Engineers San Francisco, California Presentation Outline Seismic Risk
More informationSTRUCTURAL DESIGN CHAPTER 16
CHAPTER 16 STRUCTURAL DESIGN SECTION 1601 GENERAL 1601.1 Scope. The provisions of this chapter shall govern the structural design of buildings, structures and portions thereof regulated by this code. SECTION
More informationSTRUCTURAL CALCULATIONS Pipe Supports and AST Anchorage
STRUCTURAL CALCULATIONS Pipe Supports and AST Anchorage Riverside Transit Agency 1825 E. 3 rd Street Riverside, CA January 21, 2013 Project No. 12117 Prepared by: Paul Truong, P.E., Structural Engineer
More informationDESIGN OF SLABS. Department of Structures and Materials Engineering Faculty of Civil and Environmental Engineering University Tun Hussein Onn Malaysia
DESIGN OF SLABS Department of Structures and Materials Engineering Faculty of Civil and Environmental Engineering University Tun Hussein Onn Malaysia Introduction Types of Slab Slabs are plate elements
More informationBridge Seismic Design, Retrofitting and Loss Assessment
Bridge Seismic Design, Retrofitting and Loss Assessment W. Phillip Yen, Ph.D., P.E. Principal Bridge Engineer Structural Dynamics Office of Bridge Technology, FHWA Richmond, VA March 9, 2012 Outline Lessons
More informationCover. When to Specify Intermediate Precast Concrete Shear Walls. 10.10 Rev 4. White Paper WP004
Cover Introduction In regard to precast concrete systems, the addition of two new categories of Seismic Force Resisting Systems (SFRS) in IBC 2006 has created some confusion about whether to specify intermediate
More informationWorked Example 2 (Version 1) Design of concrete cantilever retaining walls to resist earthquake loading for residential sites
Worked Example 2 (Version 1) Design of concrete cantilever retaining walls to resist earthquake loading for residential sites Worked example to accompany MBIE Guidance on the seismic design of retaining
More informationNATURAL PHENOMENA HAZARDS DESIGN AND EVALUATION CRITERIA FOR DEPARTMENT OF ENERGY FACILITIES
TS NOT MEASUREMENT SENSITIVE DOE-STD-1020-2002 January 2002 DOE STANDARD Superseding DOE-STD-1020-94 April 1994 NATURAL PHENOMENA HAZARDS DESIGN AND EVALUATION CRITERIA FOR DEPARTMENT OF ENERGY FACILITIES
More informationMANUFACTURED HOUSING USED AS DWELLINGS
MANUFACTURED HOUSING USED AS DWELLINGS SECTION AE101 SCOPE AE101.1 General. These provisions shall be applicable only to a manufactured home used as a single dwelling unit and shall apply to the following:
More informationStructural Retrofitting For Earthquake Resistance
Structural Retrofitting For Earthquake Resistance Ruben Boroschek WHO Disaster Mitigation in Health Facilities University of Chile rborosch@ing.uchile.cl www.hospitalseguro.cl The following paper is part
More informationFOUNDATION DESIGN. Instructional Materials Complementing FEMA 451, Design Examples
FOUNDATION DESIGN Proportioning elements for: Transfer of seismic forces Strength and stiffness Shallow and deep foundations Elastic and plastic analysis Foundation Design 14-1 Load Path and Transfer to
More informationControl of Seismic Drift Demand for Reinforced Concrete Buildings with Weak First Stories
Earthquake Yoshimura: Engineering Control and of Engineering Seismic Drift Seismology Demand for Reinforced Concrete Buildings with Weak First Stories 7 Volume 4, Number, September 3, pp. 7 3 Control of
More informationPROHITECH WP3 (Leader A. IBEN BRAHIM) A short Note on the Seismic Hazard in Israel
PROHITECH WP3 (Leader A. IBEN BRAHIM) A short Note on the Seismic Hazard in Israel Avigdor Rutenberg and Robert Levy Technion - Israel Institute of Technology, Haifa 32000, Israel Avi Shapira International
More informationANALYSIS AND DESIGN OF RC TALL BUILDING SUBJECTED TO WIND AND EARTHQUAKE LOADS
The Eighth Asia-Pacific Conference on Wind Engineering, December 10 14, 2013, Chennai, India ANALYSIS AND DESIGN OF RC TALL BUILDING SUBJECTED TO WIND AND EARTHQUAKE LOADS K. Rama Raju *,1, M.I. Shereef
More informationHCD DSA OSHPD 1 2 1/AC AC SS SS/CC 1 2 3 4 2013 CALIFORNIA BUILDING CODE 57
CALIFORNIA BUILDING CODE MATRIX ADOPTION TABLE CHAPTER 16A STRUCTURAL DESIGN (Matrix Adoption Tables are non-regulatory, intended only as an aid to the user. See Chapter 1 for state agency authority and
More informationTall buildings. Florea Dinu. Lecture 13: 25/02/2014
Tall buildings Florea Dinu Lecture 13: 25/02/2014 European Erasmus Mundus Master Course Sustainable Constructions under Natural 520121-1-2011-1-CZ-ERA MUNDUS-EMMC Part II Multistorey buildings Tall buildings,
More informationAnalysis of seismic response control for long-span cable-stayed. bridge under traveling wave input *
Analysis of seismic response control for long-span cable-stayed bridge under traveling wave input * QI ing-jun, LI iao-jun 2 ( Associate Professor, School of Civil Engineering, Shandong Jianzhu University,
More informationSTRUCTURAL DESIGN CHAPTER 16
CHAPTER 16 STRUCTURAL DESIGN SECTION 1601 GENERAL 1601.1 Scope. The provisions of this chapter shall govern the structural design of buildings, structures and portions thereof regulated by this code. SECTION
More informationRetrofitting in the Central US: A Federal Perspective
Retrofitting in the Central US: A Federal Perspective 2012 National Earthquake Conference Michael Mahoney FEMA, Building Science Branch National Earthquake Hazards Reduction Program (NEHRP) NEHRP was formed
More informationAluminium systems profile selection
Aluminium systems profile selection The purpose of this document is to summarise the way that aluminium profile selection should be made, based on the strength requirements for each application. Curtain
More informationPERFORMANCE BASED SEISMIC EVALUATION AND RETROFITTING OF UNSYMMETRICAL MEDIUM RISE BUILDINGS- A CASE STUDY
Paper No. 682 PERFORMANCE BASED SEISMIC EVALUATION AND RETROFITTING OF UNSYMMETRICAL MEDIUM RISE BUILDINGS- A CASE STUDY Jimmy Chandra, Pennung Warnitchai, Deepak Rayamajhi, Naveed Anwar and Shuaib Ahmad
More informationA 38-story design-build steel structure features a staggered-truss frame
ALADDIN HOTEL A 38-story design-build steel structure features a staggered-truss frame Robert J. McNamara is president of McNamara/Salvia, Inc., in Boston. Among his more notable projects during his more
More informationDESIGN CRITERIA. Determination of earthquake demand. Building importance level. Component categories SEISMICALLY RESILIENT NON-STRUCTURAL ELEMENTS
FACT SHEET 2 NZS 4219:2009 Seismic performance of engineering systems in buildings requires the arrangement and layout of engineering systems within a building to allow for earthquake actions. NZS 4219:2009
More informationSeismic Certification Requirements For Hospital Facilities
New Seismic Compliance Requirements for Hospitals Special Seismic Certification Preapproval Program Rebroadcast of June 17, 2010 Web Seminar Welcome & Program Overview Roger Richter Roger Richter is Senior
More informationVibration Isolation in Data Centers
Vibration Isolation in Data Centers Vibrations in Data Centers Vibrations in Data Centers can be produced by nearby construction works, heavy traffic, railways or even the own cooling units inside or next
More informationPre-requisites 2012-2013
Pre-requisites 2012-2013 Engineering Computation The student should be familiar with basic tools in Mathematics and Physics as learned at the High School level and in the first year of Engineering Schools.
More informationSTRUCTURAL TESTS AND SPECIAL INSPECTIONS
CHAPTER 17 STRUCTURAL TESTS AND SPECIAL INSPECTIONS SECTION 1701 GENERAL 1701.1 Scope. The provisions of this chapter shall apply to Class I buildings and shall govern the quality, workmanship and requirements
More informationSLAB DESIGN. Introduction ACI318 Code provides two design procedures for slab systems:
Reading Assignment SLAB DESIGN Chapter 9 of Text and, Chapter 13 of ACI318-02 Introduction ACI318 Code provides two design procedures for slab systems: 13.6.1 Direct Design Method (DDM) For slab systems
More informationGround Rules. PC1221 Fundamentals of Physics I. Kinematics. Position. Lectures 3 and 4 Motion in One Dimension. Dr Tay Seng Chuan
Ground Rules PC11 Fundamentals of Physics I Lectures 3 and 4 Motion in One Dimension Dr Tay Seng Chuan 1 Switch off your handphone and pager Switch off your laptop computer and keep it No talking while
More informationPROJECT SUMMARY. Scope of work details: (If phased construction, please see plan submittal guidelines.)
APPENDIX B BUILDING CODE SUMMARY FOR ALL COMMERCIAL FIRE RESTORATION PROJECTS (EXCEPT 1 AND 2-FAMILY DWELLINGS AND TOWNHOUSES) (Reproduce the following data on the building plans sheet 1 or 2) Name of
More informationDS/EN 1990 DK NA:2013
National Annex to Eurocode: Basis of structural design Foreword This National Annex (NA) is a consolidation and revision of DS/EN 1990 DK NA 2010 and DS/EN 1990 DK NA Addendum 1:2010 and supersedes these
More informationEN 1991-1-7. Eurocode 1 Accidental Actions. Ton Vrouwenvelder TNO Bouw / TU Delft. EUROCODES Background and Applications
Brussels, 18-20 February 2008 Dissemination of information workshop 1 EN 1991-1-7 Eurocode 1 Accidental Actions Ton Vrouwenvelder TNO Bouw / TU Delft Brussels, 18-20 February 2008 Dissemination of information
More informationSECTION 7 Engineered Buildings Field Investigation
SECTION 7 Engineered Buildings Field Investigation Types of Data to Be Collected and Recorded A field investigator looking at engineered buildings is expected to assess the type of damage to buildings.
More informationNUMERICAL INVESTIGATION OF SEISMIC ISOLATION FOR SINGLE- TOWER CABLE STAYED BRIDGES
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 24 Paper No. 1552 NUMERICAL INVESTIGATION OF SEISMIC ISOLATION FOR SINGLE- TOWER CABLE STAYED BRIDGES Charles B. CHADWELL
More informationDynamic Behaviour of Reinforced Concrete Frames Designed with Direct Displacement-Based Design
European School for Advanced Studies in Reduction of Seismic Risk Research Report No. ROSE-/ Dynamic Behaviour of Reinforced Concrete Frames ed with Direct Displacement-Based by J. Didier Pettinga Graduate
More informationGUIDELINES FOR PLAN CHECK AND PERMIT REQUIREMENTS FOR SOLAR ENERGY SYSTEMS
INFORMATION BULLETIN / PUBLIC GENERAL INFORMATION REFERENCE NO.: LAMC 91.1301, 93.690 Effective: 01-01-2014 DOCUMENT NO.: P/GI 2014-027 Revised: 11-07-2014 Previously Issued As: P/GI 2011-027 GUIDELINES
More information3600 s 1 h. 24 h 1 day. 1 day
Week 7 homework IMPORTANT NOTE ABOUT WEBASSIGN: In the WebAssign versions of these problems, various details have been changed, so that the answers will come out differently. The method to find the solution
More informationChapter 3 Pre-Installation, Foundations and Piers
Chapter 3 Pre-Installation, Foundations and Piers 3-1 Pre-Installation Establishes the minimum requirements for the siting, design, materials, access, and installation of manufactured dwellings, accessory
More informationFacilities Development Division. The Building Department for California s Hospitals
OSHPD Special Seismic Certification Preapproval (OSP) Preapproval of Special Seismic Certification by OSHPD is a voluntary program for Equipment Manufacturers! Facilities Development Division The Building
More informationOPTIMAL DIAGRID ANGLE TO MINIMIZE DRIFT IN HIGH-RISE STEEL BUILDINGS SUBJECTED TO WIND LOADS
International Journal of Civil Engineering and Technology (IJCIET) Volume 6, Issue 11, Nov 215, pp. 1-1, Article ID: IJCIET_6_11_1 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=6&itype=11
More informationStructural Design for Residential Construction
Structural Design for Residential Construction Cynthia Chabot, P.E. Chabot Engineering www.chabotengineering.com What is residential construction? One and two family dwellings Typically wood framed construction
More informationASSESSMENT AND RETROFITTING OF EXISTING RC BUILDINGS IN VIETNAM IN TERMS OF EARTHQUAKE RESISTANCES
GEM-SEA Workshop on Seismic Vulnerability of Buildings Nanyang Technological University, Singapore 1 st July 2013 ASSESSMENT AND RETROFITTING OF EXISTING RC BUILDINGS IN VIETNAM IN TERMS OF EARTHQUAKE
More informationPolynomial Degree and Finite Differences
CONDENSED LESSON 7.1 Polynomial Degree and Finite Differences In this lesson you will learn the terminology associated with polynomials use the finite differences method to determine the degree of a polynomial
More informationA Four-Hour Advanced Internet Course on Chapter 16, Florida Building Code-Building, 5 th Edition (2014) Building Structural Design
A Four-Hour Advanced Internet Course on Chapter 16, Florida Building Code-Building, 5 th Edition (2014) Building Structural Design Approved by the Florida Building Commission Course #731.0 Approved by
More informationSeismic Design and Performance Criteria for Large Storage Dams
Seismic Design and Performance Criteria for Large Storage Dams Dr. Martin Wieland Chairman, ICOLD Committee on Seismic Aspects of Dam Design Poyry Switzerland Ltd., Zurich, Switzerland Integral Dam Safety
More informationOptimum proportions for the design of suspension bridge
Journal of Civil Engineering (IEB), 34 (1) (26) 1-14 Optimum proportions for the design of suspension bridge Tanvir Manzur and Alamgir Habib Department of Civil Engineering Bangladesh University of Engineering
More informationRecommended Specifications, Commentaries, and Example Problems
Draft Final Report Volume 2 to the NATIONAL COOPERATIVE HIGHWAY RESEARCH PROGRAM (NCHRP) on Project 12-70 Seismic Analysis and Design of Retaining Walls, Buried Structures, Slopes, and Embankments Recommended
More information6 RETROFITTING POST & PIER HOUSES
Retrofitting Post & Pier Houses 71 6 RETROFITTING POST & PIER HOUSES by James E. Russell, P.E. 72 Retrofitting Post & Pier Houses Retrofitting Post & Pier Houses 73 RETROFITTING POST AND PIER HOUSES This
More informationChapter 7 Substructure Design... 7.1-1 7.1 General Substructure Considerations...7.1-1 7.1.1 Foundation Design Process...7.1-1 7.1.
Chapter 7 Contents Chapter 7 Substructure Design... 7.1-1 7.1 General Substructure Considerations...7.1-1 7.1.1 Foundation Design Process...7.1-1 7.1.2 Foundation Design Limit States...7.1-3 7.1.3 Seismic
More informationENGINEERING. In this issue of Engineering System. IBC Seismic Requirements and HVAC Systems A Short Course
Edition No. 23 July 2005 (updated pril 2008) ENGINEERING S Y S T E M S O L U T I O N S In this issue of Engineering System Solutions, we provide a summary of the earthquake (seismic) provisions affecting
More informationFLOODED BATTERY RACKS SELECTION GUIDE FOR RDB & RDC SERIES, STANDBY POwER RACKS
12-560 FLOODED BATTERY RACKS SELECTION GUIDE FOR RDB & RDC SERIES, STANDBY POwER RACKS Non-seismic and Earthquake Protected (EP1, EP2), IEEE-693,,, D, DJ, DJU, J, K, and L/XT Cell Types Heavy Gauge Steel
More information