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Calculation of Reinforced Concrete Buildings with Sap2000



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Calculation of Buildings

Armed with Concrete

Sap2000

Book II of the Collection: Earthquake Engineering

Based on Performance PBEE

Toledo Vlacev Espinoza



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COMMUNITY FOR CIVIL ENGINEERINGPeruwww.cingcivil.com

First Edition: July 2011

Calculation of Buildings Concrete Buildings Armed with Sap2000Publication Cingcivil: Earthquake Engineering and Structural 01© The AuthorISBN

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Community for Civil EngineeringCalculation of Reinforced Concrete Buildings with Sap2000 Prologue

Prologue

This publication is part of the collection on Earthquake Engineering Based on

Performance PBEE, held for the course of the same name, course developed in the Virtual Center

the Community Civil Engineering.

The collection consists of five books in the calculation and design of concrete buildings covered

armed, from linear to nonlinear calculation calculation to obtain the maximum displacement of a building and

point performance; the methodology proposed in the ASCE / SEI 4106 standard is still "Seismic

Rehabilitation of Existing Buildings "and reports as the FEMA 440" Improvement of Nonlinear Static Seismic

Analysis Procedures ", FEMA P440A" Effects of Strength and Stiffness Degradation on Seismic Response "

FEMA P695 "Quantification of Building Seismic Performance Factors", PEER / ATC 721 "Modeling and

Acceptance Criteria for Seismic Design and Analysis of Tall Buildings ", to cite some references. For

obtaining procedure for the design loads, including their own weight load,

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overload and lateral earthquake loads, the standard ASCE / SEI 710 "Minimum Design Loads for usedBuildings and Other Structures "and analysis procedures. The design of the elements

Structural was performed according to ACI 31808 "Building Code Requirements for Structural Concrete and

Comment ".

The five books that make up the collection are:

1. PerformanceBased Earthquake Engineering, theoretical and current concepts are developed

the PBBE, then apply concepts in a practical case in the following books

collection. The topics are mostly translations of reports and standards

current on Earthquake Engineering.

2. Calculation of Reinforced Concrete Buildings with Sap2000, an irregular building is modeled

fifteen floors develop basic commands for drawing indicate the structure and

modeling parameters to consider for analysis. Checks are performed

Etabs Sap2000 using the spreadsheet and indicating the analysis process. It develops the

calculation procedure Equivalent Lateral Force (FLE), and the process of Analysis

Modal Spectral Response.

3. Nonlinear Static Analysis Pushover in Reinforced Concrete Buildings with Sap2000 and

Perform 3D, using the Sap2000 and Perform 3D nonlinear static analysis to the building is

fifteen floors for maximum displacement and the point of performance. Each

result according to the ATC40, FEMA 440, and ASCE / SEI 4106, the use of curved backbone

and contours of capacity is explained by using spreadsheets indicating all

formation process and kneecaps.

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4. Time History Analysis of Reinforced Concrete Buildings with Sap2000 and Perform 3D

by Sap2000 and Perform 3D TimeHistory Analysis TimeModal and develop

Linear and Nonlinear History, in order to compare the results of procedures

analyzes in the previous books in the collection.

5. Collapse and Fragility Curves for Reinforced Concrete Buildings, as last volume of

collection structural collapse of the study and use of fragility curves to be developed

economic evaluation and damage to reinforced concrete buildings, with seismic events.

In addition to these publications, the Virtual Center you can find videos of each,

available to users enrolled in the course.

This collection is intended to serve the research and all interested in knowing the



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Current methodology to be applied in Earthquake Engineering, covering many gaps either by the use of languageor lack of literature on these issues.

Participation of members and users in the Community for Civil engineering is appreciated

in the Virtual Center, as without their support I could not make this collection.

July 2011,

Toledo Vlacev Espinoza.

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Table of Contents

Prólogo................................................................................................................................................................................viIndex Figuras...................................................................................................................................................................xIndex Tablas..................................................................................................................................................................xii1. Modeling of Irregular building of 15 floors with Sap2000 ........................................ ...................................... 2

1.1. Description of Structure ............................................................................................................................. 21.2. Development of Seismic Design Loads and Requirements .........................................



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....................................... 51.2.1. Seismicity ............................................................................................................................................... 5

1.2.2. Design requirements Estructural............................................................................................................. 61.3. Material Properties and Elementos..................................................................................................... 7

1.3.1. Properties Concreto....................................................................................................................... 71.3.2. Properties Componentes........................................................................................................... 8

1.4. Definitions the Sap2000............................................................................................................................. 101.4.1. Definition Material.......................................................................................................................... 13

1.4.2. Defining Sections "Frame" .......................................................................................................... 141.4.3. Defining Sections “Area”.................................................................................................................. 17

1.4.4. Pattern Definition of loads (Load Patterns) ......................................... .......................................... 201.4.5. Defining Case Design (Load Cases) ........................................ ............................................ 23

1.4.6. Defining Effective Seismic Mass ............................................ .................................................. ... 251.5. Drawing Model in Sap2000................................................................................................................... 27

1.5.1. Visualization Plan, Elevations and 3D ........................................... .................................................. 271.5.2. Drawing Objects Frame................................................................................................................. 281.5.3. Drawing Objects Area.................................................................................................................... 38

1.5.4. Display Propiedades................................................................................................................ 441.5.5. Mesh Elements Finitos................................................................................................................... 45

1.6. Charges, restrictions andLimitaciones............................................................................................................... 451.6.1. Assigning Loads ............................................................................................................................ 45

1.6.2. Assignment Restricciones.................................................................................................................. 461.6.3. Assigning rigid arms ................................................................................................................ 47

1.6.4. Diaphragms allocation Rígidos......................................................................................................... 471.7. Analysis and Review of Results ................................................................................................................... 481.7.1. Analysis Modelo............................................................................................................................... 48

1.7.2. Viewing Results Postprocessing ............................................. .................................. 491.7.3. Viewing Tables Results ............................................. .................................................. ... 49

2. Analysis by the Equivalent Lateral Force FLE.........................................................................................................522.1. Properties Dinámicas................................................................................................................................... 52

2.1.1. Approximate Period Vibration ........................................................................................................ 52

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2.1.2. Mass Building ................................................................................................................................... 532.1.3. Amortiguamiento.................................................................................................................................. 55

2.2. Analysis by Equivalent Lateral Force (FLE) ......................................... .................................................. ... 552.2.1. Cutting in the Base............................................................................................................................... 56



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2.2.2. Vertical Distribution of Seismic Forces ............................................ ............................................ 572.2.3. Drifts and Effects PΔ.............................................................................................................................

583. Modal Analysis of Spectral Response ....................................................................................................................673.1. Natural Periods and Modes Vibración...................................................................................................... 67

3.1.1. Eigenvectors Analysis (From the Report: New Approaches for the Dynamic Analysis of LargeStructural Systems.Paper: An Eigensolution Strategy for Large Systems, Wilson and Itoh) ..................................... ... 683.1.2. RitzVector Analysis (From the Report: New Approaches for the Dynamic Analysis of LargeStructural Systems.Paper: Dynamic Analysis by Direct Superposition of Ritz Vectors, Wilson, Yuan and Dickens). ... 713.1.3. Periods, Modes of Vibration Modal Factors Partition and Mass Participation RateModal. 73

3.2. Response Analysis Espectral...................................................................................................................... 823.2.1. Design Response Spectrum ......................................................................................................... 823.2.2. Combination Modal.............................................................................................................................. 85

3.2.3. Manners Answers ............................................................................................................................. 86Índice ...............................................................................................................................................................................100

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Community for Civil EngineeringCalculation of Reinforced Concrete Buildings with Sap2000 List of Figures



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List of Figures

FIGURE11: PLANTA THE FIRST AND THIRD FLOOR. ..............................................................................................................................ThreeFIGURE12: PLANTA FOURTH TO SIXTH FLOOR. .............................................................................................................................ThreeFIGURE13: PLANTA SEVENTH FLOOR TO NINE. ......................................................................................................................... 4

FIGURE14: PLANTA FIFTEEN TO THE TENTH FLOOR. ................................................................................................................ 4FIGURE15: VISTS3DBUILDING A CALCULATING. ........................................................................................................................... 4FIGURE01.06: CABLE OF COLUMNS AND BEAMS USING THE MODEL. ................................................. ................................................. 10FIGURE17: FORM NEWMODEL. ..................................................................................................................................... 11FIGURE18: FORM QUICKGRIDLINES. .............................................................................................................................. 11FIGURE19: MCOORDINATE AXES BEYOND CREATED. ...................................................................................................................... 12FIGURE110: MMESH EZCLA CARTESIAN AXESROUND INETABS. ................................................. ................................... 12FIGURE111: FORM "DEFINEGRIDSYSTEMDATA"FOR ISSUE OF AXES COORDINATE MESH. ...................................... 13FIGURE1.12: CREATING MATERIAL TO USE IN THE MODEL. ......................................................................................................... 14FIGURE113: CREATING A NEW SECTION TO COLUMNS. ................................................. .................................................. 15FIGURE114: PINITIAL ROPERTIES COLUMNC1. .......................................................................................................... 16FIGURE115: PROPERTIES A CHANGE IN ALL COLUMNS TO CONSIDER RIGIDITIES EFFECTIVE. ............................................. 16FIGURE116: REINFORCING TO CONSIDER IN DESIGN PHASE IN COLUMNC1. ................................................ .............................. 16FIGURE117: PROPERTIES TO CONSIDER IN DESIGN PHASE IN COLUMNC2. ................................................ .......................... 17FIGURE118: PROPERTIES TO CONSIDER IN DESIGN PHASE IN THE BEAMV1. ................................................ ................................ 18FIGURE119: PROPERTIES TO CONSIDER IN DESIGN PHASE IN THE WALLM1. ................................................ ............................. 19FIGURE120: PROPERTIES A CHANGE IN ALL WALLS TO CONSIDER RIGIDITIES EFFECTIVE. ................................................. 19FIGURE121: PROPERTIES TO CONSIDER IN DESIGN PHASE IN THE WALLM2. ................................................ ............................. 20FIGURE122: PROPERTIES TO CONSIDER IN DESIGN PHASE IN THE SLAB mezzanine. ................................................. ................. 20FIGURE123: PARAMETERS FOR THE PATTERN OF CHARGECM. ........................................................................................................... 21FIGURE124: PARAMETERS FOR THE PATTERN OF CHARGELIVE. ......................................................................................................... 21FIGURE125: PARAMETERS FOR THE PATTERN OF CHARGELIVEUP. ..................................................................................................... 22FIGURE126: PARAMETERS FOR THE PATTERN OF CHARGESISMOX. .................................................................................................... 22FIGURE127: PARAMETERS DEFINITION FOR LATERAL LOADS IF YOU USING RATIOS FOR THE EARTHQUAKE

IN LASTREET ADDRESSX. ................................................................................................................................................................23FIGURE128: PARAMETERS DEFINITION FOR LATERAL LOADS IF YOU USING RATIOS FOR THE EARTHQUAKEIN LASTREET ADDRESSY. ................................................................................................................................................................23FIGURE129: ESPECTRO MINDED DESIGN FOR MODAL ANALYSIS OF SPECTRAL RESPONSE BYASCE / SEI 710. .................... 24

FIGURE130: PARAMETERS IN THE CASE OF CHARGE“MODAL”. .................................................................................................... 25FIGURE131: PARAMETERS IN THE CASE OF CHARGE"EQXX"STREET ADDRESSX. ................................................ ...................................... 26FIGURE132: PARAMETERS IN THE CASE OF CHARGE"EQYY"STREET ADDRESSY. ................................................ ...................................... 26FIGURE133: DEFINING LAMASAEFECTIVASÍSMICA. .............................................................................................................. 27FIGURE134: MENU"DRAW"THESAP2000. .............................................................................................................................. 28FIGURE135: MENU CONTEXT OF THE TOOL"DRAWFRAME/ CABLE/ TEndon". ................................................ .................... 28FIGURE136: MENU CONTEXT OF THE TOOL"QUICKDRAWSECONDARYBEAMS". ................................................ ................. 29FIGURE137: DIBUJO BEAMS ON THE FIRST FLOOR. ................................................................................................................... 30FIGURE138: VISTA IN3DBEAMS DRAWN IN THE FIRST FOUR FLOORS. ................................................. .......................... 30FIGURE139: DIBUJO BEAMS ON THE FOURTH FLOOR. .................................................................................................................. 31FIGURE140: VISTA IN3DBEAMS DRAWN IN THE SEVEN FIRST FLOOR. ................................................. .............................. 31FIGURE141: DIBUJO BEAMS IN THE SEVENTH FLOOR. ................................................................................................................. 32FIGURE142: VISTA IN3DBEAMS DRAWN IN THE FIRST TEN FLOORS. ................................................. ............................... 32FIGURE143: DIBUJO BEAMS ON THE TENTH FLOOR. .................................................................................................................. 33FIGURE144: DIBUJO BEAMS IN THE FIFTEEN FLOOR. ............................................................................................................... 33FIGURE145: DIBUJO COLUMNS INEJE1. ..................................................................................................................... 34FIGURE146: DIBUJO COLUMNS INEJE2. ..................................................................................................................... 34

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Community for Civil EngineeringCalculation of Reinforced Concrete Buildings with Sap2000 List of Figures

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FIGURE147: DIBUJO COLUMNS INEJE3. ..................................................................................................................... 35FIGURE148: DIBUJO COLUMNS INEJE4. ..................................................................................................................... 35FIGURE149: DIBUJO COLUMNS INEJE5. ..................................................................................................................... 36FIGURE150: DIBUJO COLUMNS INEJE6. ..................................................................................................................... 36FIGURE151: DIBUJO COLUMNS INEJE7. ..................................................................................................................... 37FIGURE152: DIBUJO COLUMNS INEJE8. ..................................................................................................................... 37FIGURE153: VISTA IN3DMODEL WITH BEAMS AND COLUMNS DRAWN. ................................................. ............................... 38FIGURE154: DIBUJO CUTTING THE WALLS INEJE3. ............................................................................................................ 39FIGURE155: DIBUJO CUTTING THE WALLS INEJE8. ............................................................................................................ 39FIGURE156: DIBUJO CUTTING THE WALLS INEJEC. ............................................................................................................ 40FIGURE157: DIBUJO CUTTING THE WALLS INEJEF. ............................................................................................................. 40FIGURE158: VISTA IN3DMODEL WITH BEAMS,COLUMNS AND WALLS OF CUT DRAWN. ................................................. ....... 41FIGURE159: DIBUJO SLAB OF FLOORS FOR FLATSOneº ALThreeº. ................................................. ........................................ 42FIGURE160: DIBUJO SLAB OF FLOORS FOR FLATS4º AL6º. ................................................. ........................................ 42FIGURE161: DIBUJO SLAB OF FLOORS FOR FLATS7º AL9º. ................................................. ........................................ 43FIGURE162: DIBUJO SLAB OF FLOORS FOR FLATS10º AL15º. ................................................. .................................... 43FIGURE163: VISTA IN3DMODEL COMPLETE WITH STRUCTURAL ELEMENTS. ................................................. .................. 44FIGURE164: VISTA ASSIGNED MESH FLOOR FIFTEEN. ....................................................................................................... 45FIGURE165: LADO LEFT:OPTIONS FOR PERFECT FITTING,RIGHT SIDE:OPTIONS FOR A FIXED SUPPORT. ................. 46FIGURE166: BRIGID Razos ASSIGNED TO BEAM JOINTSCOLUMN BY DESIGN FOR CAPACITY. ............................................ 47FIGURE167: ELESSON RATE ANALYSIS. .............................................................................................................................. 48FIGURE168: VISTA IN3DMODEL TESTED. ..................................................................................................................... 49FIGURE169: RESULTS GRAPHICALLY. ................................................................................................................................. 50FIGURE170: FORM FOR SUBMISSION OF TABLES RESULTS. ................................................. ............................ 50FIGURE171: RESULTS OF SHEAR STRENGTH IN THE BASIS FORFLE. ................................................ ..................................... 50FIGURE21: CORTANTES BYPISO. ............................................................................................................................................ 59FIGURE22: PROFILE DRIFTING IN BOTH DIRECTIONS FORFLE. ................................................................................................. 62FIGURE31: DEFORMADA FORMODO1 T = 2.11S,AND FOR THEMODO2 T = 1.94S. ................................................. ..................... 79FIGURE32: DEFORMADA FORMODO3 T = 1.49S,AND FOR THEMODO4 T = 0.84S. ................................................. ..................... 79FIGURE33: DEFORMADA FORMODO5 T = 0.73S,AND FOR THEMODO6 T = 0.63S. ................................................. ..................... 80FIGURE34: DEFORMADA FORMODO7 T = 0.45S,AND FOR THEMODO8 T = 0.37S. ................................................. ..................... 80FIGURE35: DEFORMADA FORMODO9 T = 0.30S,AND FOR THEMODO10 T = 0.23S. ................................................. ................... 81FIGURE36: DEFORMADA FORMODO11 T = 0.18S,AND FOR THEMODO12 T = 0.13S. ................................................. ................. 81FIGURE37: ESPECTRO DESIGN. ............................................................................................................................................. 83FIGURE38: ESPECTRO ACCELERATIONS DESIGN. .................................................................................................................... 83FIGURE39: ESPECTRO SPEED DESIGN. ....................................................................................................................... 84FIGURE310: ESPECTRO OF MOVEMENTS OF DESIGN. .............................................................................................................. 84FIGURE311: PROFILE DRIFTING IN BOTH DIRECTIONS FOR SPECTRAL MODAL ANALYSIS. ................................................. ................ 98



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Community for Civil EngineeringCalculation of Reinforced Concrete Buildings with Sap2000 Index of Tables

Index of Tables

TABLA11: COEFICIENTE DESITE BY ASCE / SEI 710TO CLASE DESITEC. ................................................ ........................ 5TABLA12: COEFICIENTE DESITE BY ASCE / SEI 710TO CLASE DESITEC. ................................................ ........................ 6TABLA13: CATEGORIES RISK FOR BUILDINGS AND OTHER STRUCTURES FOR CHARGES FOR FLUIDS,WIND,SNOW,EARTHQUAKE,AND ICE. .............. 6TABLA14: FACTORS OF IMPORTANCE TO THE CATEGORIES OF RISK FOR BUILDINGS AND OTHER

STRUCTURES FOR CHARGES FOR FLUIDS,

WIND,SNOW,EARTHQUAKE,AND ICE. ........................................................................................................................................... 7TABLA15: CATEGORY SEISMIC DESIGN BASED ON THE OUTCOME OF THROTTLE RESPONSE FOR SHORT

PERIODS, . .............. 7

TABLA01.06: CATEGORY SEISMIC DESIGN BASED ON THE OUTCOME OF THROTTLE RESPONSE FOR PERIODSOneS, . ................ 7TABLA17: VVALUES OF STIFF EFFECTIVE INGREDIENTS,TAKEN FROMASCE / SEI 4106 SUPPLEMENTNº1. ............................... 8TABLA18: VALUES PERIOD SPECTRAL VS ACCELERATION SPECTRUM OF DESIGN,BY ASCE / SEI 710. ........................................ 24TABLA09.01: CARGAS APPLIED TO EACH FLOOR. ................................................................................................................................ 46TABLA21: VVALUES OF THE PARAMETERS OF THE PERIOD APPROXIMATEYX. ................................................. .................................... 53TABLA22: COEFICIENTES FORLImitateSUperior CALCULATED IN THE PERIOD. ................................................. ................................. 53TABLA23: CARGAS superimposed. ........................................................................................................................................ 54TABLA24: MASAS,MOMENTS OF INERTIA MASS AND LOCATION OF CENTRES OF MASS. ................................................. .............. 55TABLA25: MASAS,MOMENTS OF INERTIA MASS AND LOCATION OF CENTRES OF CALCULATED BY MASSETABS. ............................ 55TABLA26: FUERZAS CUTTING IN CASH BASIS AND CALCULATED BY WEIGHTSAP2000 ................................................ .................... 57TABLA27: FUERZAS CUTTING IN CASH BASIS AND CALCULATED BY WEIGHTETABS. ................................................. ........................ 57TABLA28: FSEISMIC UERZAS SIDE,SHARP AND TIMES OF TURNING APPLIED TO EACH FLOOR. ................................................. . 58TABLA29: FUERZAS APPLIED TO SEISMIC DIAPHRAGMS,TABLE RESULTETABS. ................................................. ................. 58TABLA210: DERIVAS BYFLEFOR THE EARTHQUAKE IN THE DIRECTIONXCALCULATED BYETABS. ................................................. ............. 60TABLA211: DERIVAS BYFLEFOR THE EARTHQUAKE IN THE DIRECTIONAndCALCULATED BYETABS. ................................................. ............. 60TABLA212: DERIVAS FLOOR BYFLEIN THE DIRECTIONX. ......................................................................................................... 61TABLA213: DERIVAS FLOOR BYFLEIN THE DIRECTIONY. ......................................................................................................... 61TABLA214 AANALYSISRAYLEIGH FOR PERIODS OF VIBRATION IN THE DIRECTIONX. ................................................ ......................... 63TABLA215: AANALYSISRAYLEIGH FOR PERIODS OF VIBRATION IN THE DIRECTIONY. ................................................ ......................... 63TABLA216: CALCULATION COEFFICIENT OF STABILITY FOR ADDRESSX,FOR THEFLE. ................................................ .................. 64TABLA217: CALCULATION COEFFICIENT OF STABILITY FOR ADDRESSY,FOR THEFLE. ................................................ .................. 65TABLA31: PERIODOS AND CUMULATIVE PERCENTAGES OF PARTICIPATION OF MODAL CALCULATED

WITH MASSETABS. ................................... 73

TABLA32: PERIODOS AND CUMULATIVE PERCENTAGES OF PARTICIPATION OF MODAL CALCULATEDWITH MASS

SAP2000 .............................. 74TABLA33: CPERIODS RESULTING OMPARING ANALYSISRAYLEIGH AND TABLESRITZ. ................................................. ... 74TABLA34: PAnd ERIODOSFRECUENCIAS FORSAP2000ANDETABS. ................................................. ................................................ 74TABLA03.05: CALCULATION FACTORS OF PARTICIPATION IN FIRST MODE. ................................................. ............................... 76TABLA03.06: CALCULATION FACTORS OF PARTICIPATION IN SECOND MODE. ................................................. ............................ 76TABLA07.03: CALCULATION FACTORS OF PARTICIPATION FOR THE THIRD WAY. ................................................. ................................ 76TABLA38: FACTORS OF MODAL PARTICIPATION. .......................................................................................................................... 77TABLA39: PORCENTAJES PARTICIPATION OF MODAL MASA. ......................................................................................................... 77TABLA310: FACTORS OF MODAL OBTAINED WITH PARTICIPATIONETABS. ................................................. ..................................... 77TABLA311: FACTORS OF MODAL OBTAINED WITH PARTICIPATIONSAP2000 ................................................ ................................. 77TABLA312: PORCENTAJES PARTICIPATION OF MASS OBTAINED WITH MODALETABS. ................................................. .................... 78TABLA313: PORCENTAJES PARTICIPATION OF MASS OBTAINED WITH MODALSAP2000 ................................................ ................ 78TABLA314: VVALUES OF ACCELERATION,SPECTRAL SPEED AND TRAVEL FOR THE PERIODS OF FORMS OF MODE. .. 85TABLA315: VVALUES OF SPECTRAL ACCELERATION FOR EACH PERIOD CALCULATED BYETABS. .............................................. 85TABLA316: VVALUES OF SPECTRAL ACCELERATION FOR EACH PERIOD CALCULATED BYSAP2000 ......................................... 85TABLA317: DESPLAZAMIENTO THE TOP LEVEL MANAGEMENTX,EARTHQUAKE IN THE DIRECTIONX. ................................................ ............ 86TABLA318: DESPLAZAMIENTO THE SECOND LEVEL IN THE DIRECTIONX,EARTHQUAKE IN THE DIRECTIONX. ................................................ .......... 87TABLA319: DESPLAZAMIENTO THIRD LEVEL IN THE DIRECTIONX,EARTHQUAKE IN THE DIRECTIONX. ................................................ ............. 87TABLA320: DESPLAZAMIENTO AND TURNS LEVELS,EARTHQUAKE IN THE DIRECTIONX. ................................................ ............................... 87TABLA321: DESPLAZAMIENTO LEVELS,EARTHQUAKE IN THE DIRECTIONY. ................................................ ......................................... 88



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Community for Civil EngineeringCalculation of Reinforced Concrete Buildings with Sap2000 Index of Tables

TABLA322: DESPLAZAMIENTO LEVELS,EARTHQUAKE IN THE DIRECTIONXUSING ETABS. ................................................. ................ 88TABLA323: DESPLAZAMIENTO LEVELS,EARTHQUAKE IN THE DIRECTIONXUSING ETABS. ................................................. ................ 88TABLA324: AMODAL deceleration THE TOP LEVEL MANAGEMENTX,EARTHQUAKE IN THE DIRECTIONX. ................................................ ........ 89TABLA325: AMODAL deceleration THE SECOND LEVEL IN THE DIRECTIONX,EARTHQUAKE IN THE DIRECTIONX. ................................................ ..... 90TABLA326: AMODAL deceleration THIRD LEVEL IN THE DIRECTIONX,EARTHQUAKE IN THE DIRECTIONX. ................................................ ........ 90TABLA327: ADecelerations LEVELS,EARTHQUAKE IN THE DIRECTIONX. ................................................ ............................................ 90TABLA328: ADecelerations LEVELS,EARTHQUAKE IN THE DIRECTIONY. ................................................ ............................................ 91TABLA329: ADecelerations LEVELS,EARTHQUAKE IN THE DIRECTIONX,CALCULATED BYETABS. ................................................. ........ 91TABLA330: ADecelerations LEVELS,EARTHQUAKE IN THE DIRECTIONY,CALCULATED BYETABS. ................................................. ........ 91TABLA331: FUERZAS AND MOMENTS IN LEVELS,EARTHQUAKE IN THE DIRECTIONX. ................................................ ................................... 92TABLA332: FUERZAS AND MOMENTS IN LEVELS,EARTHQUAKE IN THE DIRECTIONY. ................................................ ................................... 92TABLA333: FOrce CUTTING IN THE BASE,EARTHQUAKE IN THE DIRECTIONX. ................................................ .............................................. 93TABLA334: FOrce CUTTING IN THE BASE,EARTHQUAKE IN THE DIRECTIONY. ................................................ .............................................. 93TABLA335: FOrce CUTTING IN THE BASE,EARTHQUAKE IN THE DIRECTIONXCALCULATED BYETABS. ................................................. .......... 94TABLA336: FOrce CUTTING IN THE BASE,EARTHQUAKE IN THE DIRECTIONAndCALCULATED BYETABS. ................................................. ........... 94TABLA337: FUERZAS CUTTING BY LEVELS,EARTHQUAKE IN THE DIRECTIONX. ................................................ ......................................... 94TABLA338: FUERZAS CUTTING BY LEVELS,EARTHQUAKE IN THE DIRECTIONY. ................................................ ......................................... 95TABLA339: FUERZAS CUTTING FOR CLIMBING TO A FACTOR LEVELS OF1.40,EARTHQUAKE IN THE DIRECTIONX. ............................................ 96TABLA340: FUERZAS CUTTING FOR CLIMBING TO A FACTOR LEVELS OF1.42EARTHQUAKE IN THE DIRECTIONY. ............................................. 96TABLA341: DERIVAS FLOOR FOR SPECTRAL MODAL ANALYSIS IN THE DIRECTIONX. ................................................ .......................... 97TABLA342: DERIVAS FLOOR FOR SPECTRAL MODAL ANALYSIS IN THE DIRECTIONY. ................................................ .......................... 97TABLA343: CALCULATION COEFFICIENT OF STABILITY FOR ADDRESSX,FOR MODAL ANALYSIS. ................................................. . 99TABLA344: CALCULATION COEFFICIENT OF STABILITY FOR ADDRESSY,FOR MODAL ANALYSIS. ................................................. . 99



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modeling of a

building irregular

15 flats with SAP2000

This chapter provides an introduction to the Earthquake Engineering is basedin performance, covering topics on the history of PBEE, summarizingearly efforts as FEMA 273/356 and 40. They develop ATCPBEE objectives formed matrix vs Primary ObjectivesSeismic Hazard levels are indicated how objectives are defined



leading from performance levels and structural elementsnonstructural.

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Community for Civil EngineeringCalculation of Reinforced Concrete Buildings with Sap2000Modeling of a building of 15 floors with Sap2000

1. Modeling of Irregular building of 15 floors with Sap2000

Irregular fifteen storey building of reinforced concrete is presented consists of

resistant moment frames and shear walls. For analysis of the structure will develop the

following two methods:

Analysis by Equivalent Lateral Force.

Modal Analysis of Spectral Response TriDimensional.

The analyzes were performed using the Sap2000 (version 15), the results of this program

are evaluated with Etabs and spreadsheets. The Sap2000 and Etabs are analysis and design programs

developed by Computers and Structures, Berkeley, California.

1.1. Description of Structure

The building has 15 levels to calculate, is irregular in plan and elevation. The first level has a

computation height of 5 meters, the remaining floors are 4 meters high. The total height of the building is

61 meters.

The lateral force resisting system consists of a dual system of porticoes

Special moments resistant reinforced concrete shear walls and reinforced concrete, connected

Also beams reinforced concrete. The compressive strength of concrete is 350 Kg / cm 2, And

yield strength of the reinforcing steel is 4200 Kg / cm 2.

Mezzanines slabs are considered solid slabs that guarantee behavior as

rigid diaphragm. The overall dimensions and size of the elements can be seen in the plane

accompanies this document. In Figures 11 to 14, you can see the distributions in plant

building, and Figure 15 are two 3D views are made with Etabs.

In the case of a foundation modeling will be considered, for practical purposes, taking into

account soilstructure interaction, such as shoes connected surface.



2

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Figure 11: Ground the first and third floor.



Three

Figure 12: Plant from fourth to sixth floor.

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Figure 13: Ground the seventh to the ninth floor.



4

Figure 14: Plant from tenth to fifteenth floor.

Figure 15: 3D view of the building to be calculated.

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1.2. Development and Requirements Seismic Design Loads

1.2.1. Seismicity

To continue with the proposed methodology, in line with recent regulations (ASCE / SEI 710)

City of Berkeley in California will be chosen as the place where the building is located. You can use the

"Ground Java Parameter Motion Calculator" tool, for obtaining parameters

relevant for the assessment of seismic hazard and seismic design spectrum, available

on the website of US Geological Survey (http://earthquake.usgs.gov/hazards/designmaps/buildings.php) .

The parameters of spectral acceleration for short periods and periods to 1 second, and,

are 1,923 and 0.739 respectively. The condition of the soil is very dense, accounting for a Class

Site C, then for values of corresponds to a value of And for values of

corresponds to a value of (See Tables 11 and 12). Below is presented the

summary of the calculations for basic ground motion:

https://translate.google.com/translate?hl=en&prev=_t&sl=es&tl=en&u=http://earthquake.usgs.gov/hazards/designmaps/buildings.php



5

Table 11: Coefficient of Siteaccording to ASCE / SEI 710 for Site Class C.

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Table 12: Coefficient Site according to ASCE / SEI 710 for Site Class C.

The is the period where the horizontal part of the design response spectrum intersects the

descending part (constant velocity or acceleration inversely proportional to T) spectrum.

1.2.2. Structural Design Requirements

According to ASCE / SEI 710, the building will be classified as Risk Category III, as the



6

failure of the building can have a substantial risk to human life and is not designed as a facility

essential (see Table 13). Therefore, the Company shall Seismic Factor Importance () 1.25 (See

Table 14).

The Seismic Design Category D will be, according to ASCE / SEI 710 (See Tables 15 and 16), since

And .

Table 13: Risk categories for buildings and other structures for fluid loads, wind, snow, earthquake, and ice.

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Table 14: Factors relevant to the risk categories for buildings and other structures to loadsfluid, wind, snow, earthquake, and ice.



7

Table 15: Categorybased seismic design response acceleration parameter for short periods,.

Table 16: Categorybased seismic design response acceleration parameter for periods of 1 s, .

The seismic force resisting system consists in both directions by a dual system

porches and walls. Table 12.2.1 of ASCE / SEI 710 provides the design coefficients and factors for

various seismic force resisting systems. Section D3 of that table have walls

Reinforced Concrete Special Court, which belong to the dual systems with special frames

momentresisting able to withstand at least 25% of the prescribed seismic forces, which

are the following:

Response Modification coefficient, R: 7.0Sobreresistencia factor, : 2.5

Deflection amplification factor, : 5.5Resistant to seismic forces such system does not have restrictions on the height of

building.

1.3. Properties of Materials and Elements

1.3.1. Properties of Concrete

The modulus of elasticity for normal density concrete can be taken according

ACI 31808 / 8.5.1, as follows:

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√

The concrete used in the superstructure columns, structural walls, beams, slabs

mezzanines, has the following properties:

Specific gravity : 2400 Kg / mThree.Compressive Strength of Concrete : 350 Kg / cm2.Creep Effort Steel : 4200 Kg / cm2.



8

Modulus : 624.30 280 Kg / cm2.Module Court : 0.417 x EC020.33 = 117 Kg / cm2.Poisson's ratio : 0.20.

1.3.2. Properties of Components

1.3.2.1. Stiffness

The rigidities of the components should take into account the behavior to bending, cutting

and axial deformations of the reinforcing slip. According to the ASCE / SEI 4106 Section 6.3.1.2, is

shall take the following values for linear calculation of building:

Table 17: Values of the effective stiffness of the components, taken from the ASCE / SEI 4106 SupplementNo.1.

They work with the values presented for effective rigidities in Table 11, only

The following changes were made: 1) The bending rigidity of not prestressed beams, according to the ATC40, is

was taken as ; and 2) The shear stiffness in cracked walls will .

1.3.2.2. Sections Columns

Four types of columns are taken, one of which is square and the rest are

circular columns. The properties for each type are listed below:

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Column C1 (square)

Gross cant : 60 cm.



9

Width : 60 cm.Coating + bracket + rod / 2 : 6 cm.Bending stiffness : 0.70 .Shear Stiffness : 0.40 .Torsion stiffness : Will not be considered.

Column C2 (loop)

Diameter : 60 cm.Coating + bracket + rod / 2 : 6 cm.Bending stiffness : 0.70 .Shear Stiffness : 0.40 .Torsion stiffness : Will not be considered.

Column C3 (loop)


C4 column (loop)


1.3.2.3. Sections Beams

Two types of beams have. The properties for each type are listed below:

Beam V1 (30x60)

Gross cant : 60 cm.Width : 30 cm.Coating + bracket + rod / 2 : 9 cm.Bending stiffness : 0.50 .Shear Stiffness : 0.40 .Torsion stiffness : Will not be considered.

Beam V2 (30x80)

Gross cant : 80 cm.Width : 30 cm.Coating + bracket + rod / 2 : 9 cm.

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10

Bending stiffness : 0.50 .Shear Stiffness : 0.40 .Torsion stiffness : Will not be considered.

In Figure 16 you can see the summary table of sections for beams and columns.

Figure 16: Picture of columns and beams to be used in the model.

1.3.2.4. Sections in Muros

Considering the thickness of the shear walls, there are two types of walls. Below

mentioned properties for each type:

M1 Wall

Thickness : 30 cm.Coating + bracket + rod / 2 : 6 cm.Bending stiffness : 0.50 .Shear Stiffness : 0.50 .

M2 Wall

Thickness : 35 cm.Coating + bracket + rod / 2 : 6 cm.Bending stiffness : 0.50 .Shear Stiffness : 0.50 .

1.3.2.5. Mezzanine sections Slabs

You only have one type of slab mezzanine, a flat slab that your relationship

length / width could be considered slab in one direction. Its properties are:

Solid Slab (will evaluate as in two directions)

Thickness : 17.5 cm.

1.4. Definitions in the Sap2000

The first thing to do is to define the Sap2000 materials, sections, pattern loads cases

design, design spectrum, and effective seismic mass. Once it enters the program creates a



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11

new model from the menu: "File / New Model", or by clicking on the tool , Or the

combination "Ctrl + N" keys. Access the form "New Model" for creating will be

model based on a program template or starting a model from scratch (see Figure 17).

In item you must choose the units that will work, the

which may change at any time according to the required results. Units

initials for the model will .

Figure 17: New Model Form.

Figure 18: Quick Form Grid Lines.

In the "Select Template" section choose "Grid Only" and in the form opens, "Quick

Grid Lines ", verify that the tab selected is" Cartesian "to work with a mesh of axes

coordinate based on the Cartesian axes (see Figure 18). In "Number of Grid Lines" entered the



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number of axes to be used in every direction, "X direction" will have 8 axes "Y direction" will have

8 axes, and "Z direction" will have 16 axles (number of floors including ground level). In "Grid

Spacing "entered the wheelbases (distances can then be edited in the case have

different values, as is usual), "X direction" is entered 8 "Y direction" is entered 4 and in "Z

direction "you enter 4. Once you have entered the values we click on the button (See Figure 18). And

the program presents the main window with mesh axis in three dimensions (see Figure 19).

The Etabs Sap2000 and have the advantage of working well with cylindrical axes or a mixture of

Cartesian and cylindrical axes (see Figure 110).

Figure 19: Mesh coordinate axes created.



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Figure 110: Mixed Cartesian meshcylindrical shafts in Etabs.

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To edit the wheelbases, name, colors, etc., double click the button

left mouse anywhere on the grid axes created, or by clicking the right mouse button on

any open sales area and in the context menu choose "Edit Data Grid" or entered by

the menu: "Define / Coordinate Systems Gride". We present the "Coordinate / Grid Systems" form,

in this form it can generate a new mesh coordinate axes or edit an already created.

We verified that the system of axes "GLOBAL" is selected and click on the button

, Which we will open a new form, "Define Grid Data Systems", in which

We can edit the properties of the axes. Verifying the model plane, the distances between the

axis in the X and Y directions are OK, the only change will be in the Z direction (floors) as the

first floor height is 5 meters; then in the "Display Grids as" section select

, Then the "Z Grid Data" row "1" and column "Spacing" section we enter the value "5" (see

Figure 111). We click on the button Twice to exit the forms used and

we edited the mesh axes.

Figure 111: Form "Define Grid System Data" for editing mesh coordinate axes.

The next step is to define the material to be used.



13

1.4.1. Definition of Material

With the material properties listed in Section 1.3.1, proceed to create the material

the Sap2000. Through the menu: "Define / Materials" or by the tool , You have access to the form

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"Define Materials" materials can be observed that by default generates the program, click on the

button to generate a new material with properties as shown in

Figure 112. The button is clicked to create the material.

Figure 112: Creating the material to be used in the model.

At any time you can use the calculator program, placing at some

text box you need a numeric value and pressing the "Shift + Enter" key.

You click on the button and exits the form "Define Materials" with the new

material created and ready to use in subsequent phases.

The next step is to create the sections with their respective properties for use in the

model drawing.

1.4.2. Defining Sections "Frame"

To create onedimensional elements "Frame" is entered via the menu:



14

"Define / Section Properties / Frame Sections", or also by the tool . Then they will

access the form "Frame Properties" from which we can import Create

, Copy Amended And

delete sections.

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1.4.2.1. Columns

Since the form "Frame Properties" create a new section by clicking on the button

In the following form "Add Frame Section Property" chose "Concrete"

in the "Frame Section Property Type" section and then "Rectangular" is selected in the "Click to

Add to Concrete Section "(see Figure 113), which have access to the form" Rectangular

Section ".

Figure 113: Creating a new section for columns.

We will create the C1 column in the form "Rectangular Section" entered the properties

initials as the section name, material use, and size (see Figure 114). We click

the "Set Modifiers ..." button to change the rigidities of the section, as shown in Figure 1

15, click on the button to return to form "Rectangular Section". We click on

the "Concrete Reinforcement" button on the form "Reinforcement Data" define the properties



15

to the reinforcement section, both longitudinal reinforcement to the transverse, at this stage ofcalculation is not necessary to indicate the number or diameter of the "real" rods, since you will be asked to program

provide us with the design later in the review stage design should be created sections

with "real" reinforcements for the program to check whether or not it meets the design requirements.

We enter the data as seen in Figure 116 and click on the button to return to

form "Rectangular Section" and click on the button again to return to the form

"Frame Properties", so we have created the C1 column. The same procedure is performed for

missing sections, choosing circular sections, changing the parameters to vary the gross stiffness and

perform the calculation with effective rigidities, and specifying the reinforcement in circular columns. In Figure

117 can be seen the initial properties, variations in stiffness and reinforcement for the column

Circular C2.

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Figure 114: Initial properties for the C1 column.

Figure 115: Properties to change at all columns to consider effective rigidities.



16

Figure 116: Reinforcement to consider in the design phase in column C1.

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17

Figure 117: Properties to consider in the design phase in column C2.

1.4.2.2. Beams

After creating the four types of columns, the two types of beams are created by choosing sections

rectangular with the same procedure for defining columns. You can in Figure 118

observing the forms used to create the beam V1.

Once the 04 columns and the two beams are taken, click on the button the

form "Frame Properties" and we will have created the sections used in the model drawing. The following

step is to create the sections to be used in the shear walls.

1.4.3. Sections Definition "Area"

We entered through the menu: "Define / Section Properties / Area Sections" or by the tool

to define sections we will use in the shear walls and floor slabs. The program we

will show the "Area Sections" form where we can add , Copy

Amended and delete a section.

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18

Figure 118: Properties to consider in the design phase in V1 beam.

1.4.3.1. Walls Court

In the form "Area Sections" select "Shell" in the "Select Type To Section section

Add ", then we click on the button to create a section with parameters

Suitable for use in shear walls. Two types of shear walls which must differ in their

thickness.

In the form "Shell Section Data" entered the properties as seen in

Figure 119. We click on the button to adjust the stiffness properties for use

effective on the walls (see Figure 120). We click on the button to return to the form

"Shell" Section Data "and click on the button again to return to form "Area Section".

Created with the same procedure for the M2 section wall. Forms

M2 corresponding to the wall can be seen in Figure 121. Being in the "Area Form

Section ", click on the button to return to the main screen having

defined sections to be used in the shear walls.

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19

Figure 119: Properties to consider in the design phase in the M1 wall.

Figure 120: Properties to change at all walls to consider effective rigidities.

1.4.3.2. Slabs Mezzanine

To define the sections to be used in slabs entrepisos follows the same procedure for

shear walls.

Forms and values for each property, can be seen in Figure 122. I dunno

no reduction applied to calculate the effective stiffness as a slab is considered infinitely

holding it rigid and calculated considered working as a rigid diaphragm.

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20

Figure 121: Properties to consider in the design phase in the M2 wall.

Figure 122: Properties to consider in the design phase in the slab of mezzanine.

1.4.4. Pattern Definition of loads (Load Patterns)

In addition to the loads own weight (which is the default in the program, "DEAD") was

will generate five additional burdens pattern: superimposed loads (CM), reduced live loads

entrepisos (LIVE), burdens on ceilings (LIVEUP), and seismic loads for the building analysis by the method of

lateral force equivalent (FLE), seismic loads are generated in each direction (SISMOX and SISMOY).

Page 34


The standard loads are defined in the form "Define Load Patterns", entering the menu: "Define / Load

Patterns, "or by the tool .

In the form "Define Load Patterns" can be added Amended

Amended (Patterns of lateral loads), and delete



21

loading patterns.

1.4.4.1. Superimposed loads, CM

Within the form "Define Load Patterns" has by default the DEAD load column

"Self Weight Multiplier" is the value of "1" (100%), which tells the program to calculate the weight of

structural elements that are drawn in the model, if to include a percentage of own weight

You can change the value of "1" to the right. In any case load may include the weight, but

it is advisable to have an independent pattern.

We generate pattern superimposed loads, where we will enter all dead loads

(Finishing, mechanical, etc.), the load parameters can be seen in Figure 123. One time

values are entered click on the button to create the loading pattern.

Figure 123: Parameters for loading pattern CM.

1.4.4.2. Reduced loads Vivas, LIVE

The process of creating the reduced live load is equal to the superimposed loads,

parameters can be seen in Figure 124.

Figure 124: Parameters for loading pattern LIVE.

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1.4.4.3. Roof loads Vivas, LIVEUP



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The process of creating the roof loads is similar to the loads created earlier,

parameters can be seen in Figure 125.

Figure 125: Parameters for loading pattern LIVEUP.

1.4.4.4. Seismic Loads for FLE, SISMOX and EARTHQUAKE AND

In seismic loads for the equivalent static lateral force analysis, variation

regarding the loads created earlier is that by choosing as type "QUAKE" (earthquake or earthquake) is

will activate the "Auto Lateral Load Pattern" column; from this column we can generate a lateral load

by regulations applied loads directly entering the center of mass, or through the

coefficient of seismic base shear ("User Coefficient").

In Figure 126 you can see the parameters for the lateral load in the direction X. Once

creates lateral load by clicking the button proceed to edit, Figure

127 are observed values entered. Then click on the button to return to the form

"Define Load Patterns".

The process is similar to the lateral load generating coefficients for loading user

Seismic in the Y direction in Figure 128 can monitor the parameters of the load in the Y direction

Once the six standard loads (including DEAD) you have, you click on the button ,

to close the form "Define Load Patterns" and accept the patterns defined.

The next step define the load cases for spectral modal analysis.

Figure 126: Parameters for loading pattern SISMOX.

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Community for Civil Engineering



Calculation of Reinforced Concrete Buildings with Sap2000Modeling of a building of 15 floors with Sap2000

23

Figure 127: Parameters defining the case of lateral loads using coefficients user for earthquakeX direction

Figure 128: Parameters defining the case of lateral loads using coefficients user for earthquakeY direction

1.4.5. Defining Case Design (Load Cases)

1.4.5.1. Join Spectrum Design

To define the design spectrum is entered via the menu: "Define / Functions / Response

Spectrum "or by clicking on the tool ; you have the choice of design spectra as

regulations, file income or income spectrum values manually. "From File" will be selected

from the "Choose Function Type to Add" section and then click OK , Is located

Spectrum file, verifies that have marked And clicking on the

button you can observe the design spectrum.

In Figure 129 you can see the form "Response Spectrum Function Definition" with the

values chosen. If desired you can click the button to modify the

data manually or share the model without the need for imported file

spectrum. You click on the button to return to form "Define / Functions / Response



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Spectrum ", click on the button again and have generated the design spectrum for use in

the modal response spectrum analysis.

In Table 18 the values for the definition of the design spectrum are appreciated.

Figure 129: Spectrum imported for the modal response spectrum analysis according to ASCE / SEI 710design.

Table 18: Values vs period spectral acceleration of the design spectrum, according to ASCE / SEI 710.

1.4.5.2. Load Case for Modal Analysis of Spectral Response

Once you have the design spectrum load cases for the modal analysis will be created

spectral response. We entered through the menu: "Define / Load Cases" or by clicking on the tool And

in the form "Define Load Cases" we can add, edit, copy and delete load cases. In this

form can observe the six patterns loaded with a load type "Linear Static", further

have a case "MODAL" the program automatically generated and is the event that made the analysis

modal (values and characteristic vectors, modal participation, etc.).

T Sto T Sto T Sto0.00 0.0916 0.50 0.2287 4.00 0.02860.02 0.1191 0.60 0.1906 5.00 0.02290.04 0.1466 0.70 0.1634 6.00 0.01910.06 0.1741 0.80 0.1430 7.00 0.01630.08 0.2015 0.90 0.1271 8.00 0.01430.10 0.2289 1.00 0.1144 9.00 0.01130.20 0.2289 1.50 0.0762 10.00 0.00910.30 0.2289 2.00 0.05720.40 0.2289 3.00 0.0381



24

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Select the event "MODAL" and click on the button In

form "Load Case Data Modal" changed the method of assessing values and vectors

characteristic type "Ritz Modes" from the "Type of Modes" section. The remaining parameters to enter are

can be seen in Figure 130. We click on the button to accept the changes and return to

form "Define Load Cases".

By clicking the button define the quake in the X direction, the

values and parameters can be seen in Figure 131, the scale value is equal to 9.81 (value

acceleration of gravity) in the X direction, since the design spectrum has no values

multiplied by this constant, and thus the program will take into account for the calculation. In

direction and the scale value is equal to 2,943 and to be considered for the analysis in the X direction 30%

contribution in the transverse direction (Y). We click on the button and you will have created the

case for modal analysis of spectral response in the direction X. The same procedure applies for

When loading generated in the Y direction (see Figure 132). Back in the form "Define Load Cases"

we click on the button to return to the main screen with the cases of dynamic analysis

created.

1.4.6. Definition of Effective Mass Seismic

Seismic effective mass is entered from the menu: "Define / Mass Source" or the tool

. According to the ASCE / SEI 710 considered 100% load its own weight and dead loads, but

as the building is not a store will not be deemed a percentage of the live loads. Figure 133 is

You can see the form "Define Mass Source" with the chosen parameters, you click on the button

to accept the changes and return to the main screen of Sap2000.



25

Figure 130: Parameters for the case of "MODAL" charge.

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Figure 131: Parameters for load case "EQXX" direction X.



26

Figure 132: Parameters for load case "EQYY" direction Y.

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Figure 133: Definition of Effective Mass Seismic.

1.5. Drawing Model in Sap2000

1.5.1. Visualization Plan, Elevations and 3D

To make the model drawing in the Sap2000 will have tools that are helpful for

view it from different angles of view and in plan, elevation or 3D. Below

will present the most important:

Tools of motion:

"Move Up in List" and "Move Down in List" with the first of the tools can be

happen, for example, an elevation in Axis A Axis B immediately, or

plan view of the floor 6 and the plan view of the floor 7. The second of the tools complies

with the same function but in reverse. Only activated in elevation and plan views.

Tools Views:



27

"Pan" tool for panning motion model in a given view,

"Set Default 3D View", shows a 3D view of the model by default.

: "Set XY View" tool that shows plan views or views in the XY plane.

: "Set XZ View" tool that shows elevation views or views in the XZ plane.

: "Set YZ View" tool that shows elevation views or views in the YZ plane.

"Rotate 3D View" tool that serves to rotate the 3D view.

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1.5.2. Drawing of Frame Objects

From the menu "Draw" is access to the tools with which the elements are drawn

"Frame", "Area", etc. (See Figure 134). The most important tools will be developed.

Figure 134: Menu "Draw" the Sap2000.

"Draw Frame / Cable / Tendon" This tool allows us to draw lines, either views



28

plan, elevation or 3D view. The program will allow us access to a tablewe can choose the line type, property or section created, if he shall transmit the

moments between elements ("Continuous") or that the item does not transmit moments

becoming a patella ("Pinned"), with "XY Plan Offseet Normal" we can draw the

element to a parallel distance to points we choose; with "Drawing Control Type"

we can draw parallel lines to a global axis in particular to any angle or draw lines

having a given length (see Figure 135).

Figure 135: Context menu of the "Draw Frame / Cable / Tendon" tool.

Page 42


"Quick Draw Frame / Cable / Tendon" with this option we can draw lines by clicking

on the grid, in an automatic manner, unlike the previous option needed

specify two points. The other versatility of this tool is that it allows us to draw lines

selecting a region. It can be used in plan views, elevations and 3D.

"Quick Draw Braces" tool to draw in plan and elevation views. It is used to

drawing steel braces or struts, which serve diagonal bracing to improve

lateral stiffness of structures.

"Quick Draw Secondary Beams", this tool is also used in plan views. Are

used to draw joists mezzanines, transmit moments or simply supported. Are

can you draw the beams in the area forming the intersections of the grid, choose the beams

having a given or the entire area has a number of beams separation (see Figure 1

36).

Figure 136: Context menu of the "Quick Draw Secondary Beams" tool.

1.5.2.1. Drawing of Beams



29

In Figures 137 to 144, you can see the process of drawing beams. Are drawn the

beams in a plan view and then copied to other floors. The drawing can be done one on one with the

tool or selected entire area covering the building with the tool . It must have

careful in choosing the property of the "Frame" un beam element (to then not have to

change). From the menu: "Assign / Frame Sections ..." or tool , Can be assigned (edit or

change) the properties once drawn select an item. Figure 137 shown the

drawing beams on the first level. Secondary axes were drawn to draw the coupling beams

on the shafts 3 and 8.

The next step is to copy the beams from second to fourth level, selecting all. To

Copy entered through the menu "Edit / Replicate" or by the tool ; in the "Replicate" form

tongue "Linear" in the "Increments" on "dz" entered the value of "4" and "Increment data" the

value "3" (copy them to the top three floors). 138 in Figure 3D view is observed with beams

drawn in the first four floors. We are located on the fourth floor, delete and edit sections

beams to be modified. Then he proceeds to copy them to the upper floors. The whole process is similar to

all levels. In Figure 144 a view seen in 3D beams drawn in the 15 levels.

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Figure 137: Drawing of the beams on the first floor.



30

Figure 138: 3D view of the beams drawn in the first four floors.

Page 44




31

Figure 139: Drawing of the beams on the fourth floor.

Figure 140: 3D view of the beams drawn in the first seven floors.

Page 45




32

Figure 141: Drawing of the beams on the seventh floor.

Figure 142: 3D view of the beams drawn in the first ten floors.

Page 46




33

Figure 143: Drawing of the beams on the tenth floor.

Figure 144: Drawing of the beams in the fifteen floors.

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1.5.2.2. Drawing of Columns

Columns are drawn in elevation views, taking care to draw them



34

sections for each model element. In Figures 145 to 152 are appreciatedcolumns in each axis in the X direction, and Figure 153 you can see the 3D view of the model

includes the beams and columns.

Figure 145: Drawing of the columns in the Axis 1.


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35


Figure 148: Drawing of the columns in Axis 4.

Page 49




36


Figure 150: Drawing of the columns in the Line 6.



Page 50



Figure 152: Drawing of the columns in the Eje 8.



37

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Figure 153: View 3D model with beams and columns drawn.

1.5.3. Drawing Objects Area

The tools have to draw the shear walls and slabs are:

"Draw Poly Area", with this tool can draw elements "Area", which are

polygons, you need to enter the points one by one to the drawing element. It is active in

plan views, elevation and 3D. We will be triggered, as well as for other

tools, a "Properties of Object" can vary depending on the tool box

chosen, so we can choose the type of section.

"Draw Rectangular Area", the second option allows you to draw elements "Area"

rectangular, we asked two points for plotting. The limitation is that you can only use

in elevation and plan views.

"Quick Draw Area", this is another tool that is only activated in plan view and

elevation. Clicking on an inner place of the grid we draw an object whose boundaries

are the intersections of the grid.

1.5.3.1. Drawing Walls Cut



38

Shear walls are drawn in elevation views. All the walls have been divided them each

subway walls in the Y direction, each 0.75 meters on the walls in the X direction (menu "Edit / Edit

Areas / Areas Divide ... "). In Figures 154 to 157 shear walls are observed on shafts

relevant, and Figure 158 3D view with beams, columns and shear walls drawn.

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Figure 154: Drawing of the shear walls Axis 3.



39

Figure 155: Drawing of the shear walls in the Eje 8.

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Figure 156: Drawing of the shear walls in Axis C.



40

Figure 157: Drawing of the shear walls in Axis F.

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Figure 158: View 3D model with beams, columns and shear walls drawn.

1.5.3.2. Drawing of slabs Mezzanine

Mezzanines slabs are drawn in plan views, taking care to choose the property that

corresponds and is drawn by clicking on the points forming the perimeter. In the central area

the building has the presence of an opening for the stairs, we recommend drawing the slabs in

leaving empty boxes that area, as the Sap2000 not have a tool for openings.

You can draw slabs as polygonal or rectangular elements (preferably



41

rectangular, to prevent the loss of mass when defining the finite element mesh). The

procedure is to draw a floor slab and copy it to similar homes.

In Figure 159 to 162 can be seen slabs drawn for different levels, and the

Figure 163 has a 3D model with all the structural elements drawn.

Using the "Mesh Area" command from the menu: "Assign / Area / Automatic Area Mesh", he

assigned to the slabs of mezzanine finite element mesh with elements having dimensions 1

meter x 1 meter. Option using ,

in "Along Edge from Point 1 to 2" enter the value "1" and "Along Edge from Point 1 to 3" enter

also the value of "1".

You must be careful with the local axes of the slabs, a magenta colored indicate that the axis 3

(Equivalent to the Z axis) is reversed, and red indicates that the local 3 axis is subject to the axes

global. Section 1.5.4 shows how to display the properties of elements including

local axes. For the walls, the local axes are important in the case that would apply

transverse loads to the plane of the wall, as in the case of loads from the ground or floor.

Page 55


Figure 159: Illustration of the slab mezzanines for 1st to 3rd floors.



42

Figure 160: Illustration of the slab mezzanines for 4th to 6th floors.

Page 56




43

Figure 161: Illustration of the slab of mezzanine floors for 7th to 9th.

Figure 162: Illustration of the slab mezzanines for 10th to 15th floors.

Page 57




44

Figure 163: View 3D model with complete structural elements.

1.5.4. Viewing Properties

Previous images shown, where sections used in each element are appreciated,

it is not the default program delivery. The program provides the option to show a series of

properties of elements such as the label or assigned name, type section, axles

local, etc .; You can also show extrusion view elements "Area" fillers, etc.

In the toolbar is the "Set Display Options ..." then

mention some of the options offered by the program to view the properties

of objects created.

"Set Display Options ..." shows us some of the properties of the nodes, "Frames"

"Areas" solid, "Links" and other features.

Section General

: It shows the extruded model view.

: We show the "Area" fillings.

Section Joints (Nodes)

: It shows the restrictions on the nodes.

: It shows the springs assigned to the nodes.

Section Joints, Frames, Area, Solids, Links

: It shows the labels or names assigned to the elements.

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: It shows the sections of the elements.

: It shows the local axes of the elements.

Were he presented some of the options "Set Display Options ...", with which it may

quickly display some properties of the objects for easy identification and editing if

necessary. Note that in the Sap2000, local axes are displayed in color; Local axes are

"1", "2" and "3", to their rightful red, green and cyan colors respectively.

1.5.5. Finite Element Mesh



45

Section 1.5.3.2 stepped forward as assigning a finite element mesh slabsmezzanines. From the "Set Display Options ..." tool can display the assigned screen mesh,

is chosen and the program will ask if you want to generate the model

analysis, with an affirmative answer and if there is no problem you can see the mesh. The mesh,

in this building, is optimized, since all nodes intersect. Configurations that are not

symmetrical optimization is necessary and prevent the mesh load transmission errors. In

Figure 164 you can see the mesh generated slightly in the fifteenth floor.

Figure 164: View of the assigned mesh on the fifteenth floor.

1.6. Loads, Restrictions and Limitations

1.6.1. Assigning Loads

Only loads to be allocated entrepisos slabs, by type loads are shown in Table 19.

To assign a distributed load a slab of mezzanine slab is selected, you enter the menu

"Assign / Area Loads / Uniform Shell" or by the tool . In the form "Area Uniform Loads" is

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choose the type of load pattern, the units are checked and the "Uniform Load" section the value is entered

corresponding in the box "Load", the coordinate system is the "GLOBAL" (not having a

different) system, and the address is in the direction of gravity (default).

You have to complete the entry process loads in all slabs.

Area 1 withoutArea 2 LIVEUP



46

Table 19: Loads applied to each floor.

1.6.2. Restriction mapping

The next step is to assign constraints to the model, or the supports on the base nodes, not

have side supports. Perfect abutments will be allocated in columns and fixed supports in the

shear walls. We are located at Z = 0 level and select the nodes that correspond to the columns and

entered through the menu: "Assign / Joint / Restraints," or by the tool and chose the button the

form "Joint Restraints". We click on the button and we will have assigned abutments

perfect in the bases of the columns. The procedure for shear walls is repeated but choose the

button form "Joint Restraints" to assign fixed supports.

In Figure 165 the options of the form "Joint Restraints" are shown for the two types of

mentioned support.

Figure 165: Left: options for a perfect underrun right: options for a fixed support.

Level LIVEUP LIVEUPCM (Tn / m2) LIVE (Tn / m2)(Tn / m2)15 480 0.275 0.3 0.114 480 0.275 0.313 480 0.275 0.312 480 0.275 0.311 480 0.275 0.310 480 0.275 0.39 480 320 0.275 0.3 0.18 800 0.275 0.37 800 0.275 0.36 800 192 0.275 0.5 0.15 992 0.275 0.54 992 0.275 0.5Three 992 320 0.275 0.5 0.12 1312 0.275 0.5One 1312 0.275 0.5

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1.6.3. Assigning rigid arms



47

According to recommendations of the ASCE / SEI 4106 Supplement No. 01, as required in the designby capacity, the ratio of the sum of the nominal moments of the columns and the sum of the

nominal moments of the beams is greater than 1.2 and the union is implicitly modele, shall be allocated only

arms rigid columns and not the beams (see Figure 166).

To assign the arms or rigid horns, all columns are selected and using the menu:

"Assign / Frame / End (Lenght) Offsets" or also through the tool , You have access to

form "Frame End Length Offsets"; by means of this form can be entered rigid arms

automatically therefore select the option And in the box

Text "Rigid zone factor" entered the value of 0.5, click on the button to allocate

arms rigid columns.

To facilitate the selection of elements through the menu "Select" have a number of

options such as choosing items that share certain specific property or select items

share certain parameters.

Figure 166: rigid arms assigned to the beamcolumn joints according to the design capacity.

1.6.4. Assigning Irises Trucks

To assign rigid slabs of mezzanine diaphragms, nodes are selected one

floor and the menu: "Assign / Joint / Constraints", we have access to the form "Assign / Define Constraints"

select "Diaphragm" on "Choose Constraint Type to Add" section and click on

; we will open a new form that will tell the program the system

and coordinate axis it is desired to limit the element name is placed and click on

to accept and will be assigned to the selected rigid floor diaphragm.

You can also assign diaphragms selecting all nodes in the model, except for

nodes at the base, but differing in coordinate "Z", to facilitate our work well.

Once all the above steps until this section, in the previous sections

This chapter will develop and run the analysis model as available tables

results.

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Community for Civil Engineering



Calculation of Reinforced Concrete Buildings with Sap2000Modeling of a building of 15 floors with Sap2000

48

1.7. Analysis and Review of Results

1.7.1. Model analysis

For the analysis model is entered by the menu: "Analyze / Set Analysis Options ..." and

select the "Space Frame" button in the "Fast DOFs" section, with this we tell the program that

perform a threedimensional analysis (see Figure 167). We click on to return to the screen

main program.

Figure 167: Choosing the type of analysis.

In the "Analyze" menu also has the "Create Analysis Model" command used to

generate and display the finite element mesh, the "Model Alive" that allows us to make changes to the

model once you have made the calculation without having to unlock The "Set Load Cases to Run" to

selected load cases run (also active before running the model "Run Analysis").

The next step is to run the model. On the menu: "Analyze / Run Analysis", or by clicking

tool, or via the keyboard with the "F5" key, entered the form "Set Load Cases to

Run ", where you have the option to tell the program to run load cases and which are not, even if

you want to activate the "Model Alive".

By clicking the button the analysis process starts. Any mistake

Sap2000 warn us a message on the screen, you can also display the execution or

realtime analysis, where we follow the process.

Upon completion of the analysis, the program gives us the model deformed to any load case. In

Figure 168 you can see the model after analysis. Then you can display the

results graphically and through tables.



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Figure 168: 3D view of the analyzed model.

1.7.2. Viewing Results Postprocessing

The program provides the results for each load case or combination you defined.

We can have access to the results graphically by the toolbar at the top

Or also by the "Display" menu.

We can visualize the undeformed model deformed by the action of some freight,

diagrams axial forces, shear and moments. In Figure 169 you can see the results of the

moments produced for two types of load.

Then can use the module design and results have reinforced areas

necessary elements.

1.7.3. Viewing Tables Results

Many Sap2000 delivering results, such as the shear

base, are presented in tables that can easily be exported to spreadsheets such as Excel.

To view the results tables, you enter the "Display / Show Tables" menu.

In Figure 170 the form "Choose Tables for Display" is shown on that form is

have many options to choose for displaying the results, choosing one or several cases of

load, if a group of items is selected also can observe the results only for that

group.

Figure 171 in Table shear forces is observed at the base for analysis by

equivalent lateral force, for example.



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Figure 169: Results graphically.

Figure 170: Form for submission of the results tables.



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Figure 171: Results of the shear at the base for the FLE.

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