[05225] - Calculation of Reinforced Concrete Buildings with Sap2000.pdf

8/18/2019 [05225] - Calculation of Reinforced Concrete Buildings with Sap2000.pdf

1/63

This page is intentionally left blank


2/63

Calculation of Reinforced Concrete Buildings with

Sap2000


3/63

This page is intentionally left blank


4/63

Calculation of

Reinforced Concrete

Buildings with

Sap2000

Book II of the Collection: Performance-

based Earthquake Engineering - PBEE

Toledo Vlacev Espinoza


5/63

COMMUNITY FOR CIVIL ENGINEERING

Peru

www.cingcivil.com

First Edition: July 2011

Calculation of Bui ldings of Reinforced Concrete Buildings w ith Sap2000

Publication Cingcivil: Earthquake Engineering and Structural 01

© The

Author

ISBN


6/63

Community for Civil EngineeringCalculation of Reinforced Concrete Buildings with Forewo

vi

Foreword

This publication is part of the collection on Performance‐based Earthquake Engineering ‐ PBEE,

held for the course of the same name, course by the Virtual Center Community for Civil Engineering.

The collection consists of five books in the calculation and design of reinforced concrete building

is covered, from linear to non‐linear calculation calculation to obtain the maximum displacement of a

building and the point of performance; the methodology proposed in the ASCE / SEI 41‐06 "Seismic

Rehabilitation of Existing Buildings" standard reports such as FEMA 440 "Improvement of Nonlinear Static

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

Response" continues FEMA P695 "Quantification of Building Seismic Performance Factors", PEER / ATC 72‐1

"Modeling and Acceptance Criteria for Seismic Design and Analysis of Tall Buildings", to cite some

references. For the procedure for obtaining design loads, including the self ‐weight loads, overloads and

lateral earthquake loads, the standard ASCE / SEI 7‐10 "Minimum Design Loads for Buildings and Other

Structures" was used, as well as analysis procedures. The design of the structural elements was performed

according to ACI 318‐08, "Code Requirements for Structural Concrete and Commentary".

The five books that make up the collection are:

1. Performance‐based Earthquake Engineering, theoretical concepts and current SGP, then

apply concepts in a practical case in the following books in the collection are developed. The

topics are

mostly

translations

of

reports

and

current

standards

in

Earthquake

Engineering.

2.

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

modeled

fifteen stories, the basic commands are developed for the design of the structure and parameters

of the modeling are given to consider for analysis. Checks are performed to Sap2000 Etabs and

using spreadsheets, indicating the process of analysis. Calculated by the method of the

Equivalent Lateral Force (ELF), and the procedure for Modal Analysis of Spectral Response

develops.

3.

Nonlinear

Static

Analysis ‐

Pushover

in

Reinforced

Concrete

Buildings

to

Perform

Sap2000

and 3D, using 3D Perform Sap2000 and nonlinear static analysis to fifteen‐story building is

performed to obtain the maximum displacement and the point of performance. Each result

according to ATC ‐40, FEMA 440 and ASCE / SEI 41‐06, as the use of the curves and contours of

backbone capacity is explained by using spreadsheets showing the whole process as the

formation of kneecaps.


7/63


vii

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

Sap2000 Perform 3D and Time‐History and Modal Time‐History Analysis Linear and Nonlinear

develop, in order to compare the results of the analysis procedures made in the previous books

in the

series.

5.

Collapse and Fragility Curves for Reinforced Concrete in Buildings as a last volume

the collection and study of structural collapse using fragility curves for economic assessment and

damage in reinforced concrete buildings, seismic events to develop.

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 current

methodology

to

be

applied

in

Earthquake

Engineering,

covering

many

gaps

either

by

the

use

of

language

or

lack of literature on these issues.

Participation of members and members of the Community for Civil Engineering in Virtual Center

is appreciated, as without their support could not make this collection.

July 2011,

Toledo Vlacev Espinoza.


8/63


8

Table of Contents

Foreword ............................................................................................................................................................................. vi

List of

Figures ........................................................................................................................................................................ x

Index of Tables ................................................................................................................................................................... xii

1. Modeling of Irregular Building 15 Floors with Sap2000 ............................................................................................. 2

1.1. Description of Structure ................................................................................................................................... 2

1.2. Development of Seismic Design Loads and Requirements ............................................................................... 5

1.2.1. Seismicity ................................................................................................................................................. 5

1.2.2. Structural Design Requirements ............................................................................................................. 6

1.3. Material Properties and Elements .................................................................................................................... 7

1.3.1. Properties of Concrete ............................................................................................................................ 7

1.3.2. Properties of Components ...................................................................................................................... 8

1.4. Definitions in Sap2000 .................................................................................................................................... 10

1.4.1. Definition of Material ............................................................................................................................ 13

1.4.2. Define Sections "Frame" ....................................................................................................................... 14

1.4.3. Sections Definition "Area" ..................................................................................................................... 17

1.4.4. Definition of Pattern Loads (Load Patterns) .......................................................................................... 20

1.4.5. Definition of Case Design (Load Cases) ................................................................................................. 23

1.4.6. Definition of Effective Mass Seismic ..................................................................................................... 25

1.5. Drawing Model in Sap2000 ............................................................................................................................. 27

1.5.1. Display in Plan, Elevations and 3D ......................................................................................................... 27

1.5.2. Drawing of Frame Objects ..................................................................................................................... 28

1.5.3. Drawing Objects Area ............................................................................................................................ 38

1.5.4. Viewing Properties ................................................................................................................................ 44

1.5.5. Finite Element Mesh ............................................................................................................................. 45

1.6. Loads, Constraints and Limitations ................................................................................................................. 45

1.6.1. Assigning Loads ..................................................................................................................................... 45

1.6.2. Restriction Mapping .............................................................................................................................. 46

1.6.3. Assignment Arms Trucks ....................................................................................................................... 47

1.6.4. Assigning Rigid Diaphragms ................................................................................................................... 47

1.7. Analysis and Review of Results ........................................................................................................................ 48

1.7.1. Analysis Model ...................................................................................................................................... 48

1.7.2. Viewing Results ‐Post Processing ......................................................................................................... 49

1.7.3. Viewing Tables Results .......................................................................................................................... 49

2. Analysis by Equivalent Lateral Force FLE ................................................................................................................... 52

2.1. Dynamic Properties ........................................................................................................................................ 52

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


9/63


9

2.1.2. Mass Building ........................................................................................................................................ 53

2.1.3. Damping ................................................................................................................................................ 55

2.2. Analysis by Equivalent Lateral Force (ELF) ....................................................................................................... 55

2.2.1. Shear at the Base .................................................................................................................................. 56

2.2.2. Vertical Distribution of Seismic Forces .................................................................................................. 57

2.2.3. Drifts and P‐Δ effects ............................................................................................................................ 58

3. Modal Analysis of Spectral Response ........................................................................................................................ 67

3.1. Natural Vibration Periods and Modes ............................................................................................................ 67

3.1.1. Analysis of Eigenvectors (Taken Report: New Approaches for the Dynamic Analysis of Large Structural

Systems Paper. Eigensolution An Strategy for Large Systems, Wilson and Itoh) ...................................................... 68

3.1.2. Ritz‐Vector Analysis (From the Report: New Approaches for the Dynamic Analysis of Large Structural

Systems Paper. Dynamic Analysis by Direct Superposition of Ritz Vectors, Wilson, Yuan, and Dickens) .................. 71

3.1.3. Periods, Modes of Vibration Modal Partition Factors and Percentage of Modal Mass Participation.

73

3.2. Analysis of Spectral Response ......................................................................................................................... 82

3.2.1. Design Response Spectrum ................................................................................................................... 82

3.2.2. Modal Combination .............................................................................................................................. 85

3.2.3. Manners Answers ................................................................................................................................. 86

Index ............................................................................................................................................................................... 100


10/63

1

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

List of Figures

F IGURE

1‐

1:

PLANTA

FIRST

AND

THIRD

FLOOR

...................................................................................................................................

3

F IGURE 1‐2: PLANTA FOURTH THROUGH SIXTH FLOOR......................................................................................................................... 3

F IGURE 1‐3: PLANTA SEVENTH THE NINTH FLOOR .............................................................................................................................. 4

F IGURE 1‐4: PLANTA FIFTEENTH TO THE TENTH FLOOR ........................................................................................................................ 4

F IGURE 1‐5: V ISTS 3D BUILDING A COMPUTE .................................................................................................................................. 4

F IGURE 1‐6: C ABLE OF COLUMNS AND BEAMS USING THE MODEL ........................................................................................................ 10

F IGURE 1‐7: F ORM NEW MODEL ................................................................................................................................................ 11

F IGURE 1‐8: F ORM QUICK GRID LINES ......................................................................................................................................... 11

F IGURE 1‐9: MBEYOND COORDINATE AXES CREATED ....................................................................................................................... 12

F IGURE 1‐10: M XPLODING MESH AXES CARTESIAN‐ROUND IN E TABS ................................................................................................... 12

F IGURE 1‐11: F ORM "DEFINE GRID SYSTEM D ATA" FOR EDITING SCREEN COORDINATE AXES ..................................................................... 13

F IGURE 1 to 12: C REATING MATERIAL USE IN A MODEL ................................................................................................................... 14

F IGURE 1 to

13:

C REATING A NEW SECTION TO COLUMNS ................................................................................................................ 15

F IGURE 1‐14: PINITIAL ROPERTIES COLUMN C1. ............................................................................................................................ 16

F IGURE 1‐15: PROPERTIES A CHANGE IN ALL COLUMNS TO CONSIDER EFFECTIVE STIFFNESS ...................................................................... 16

F IGURE 1‐16: REINFORCING TO CONSIDER IN THE DESIGN PHASE IN COLUMN C1. .................................................................................... 16

F IGURE 1‐17: PROPERTIES TO CONSIDER IN THE DESIGN PHASE IN COLUMN C2. .................................................................................... 17

F IGURE 1‐18: PROPERTIES TO CONSIDER IN THE DESIGN PHASE BEAM V1. ........................................................................................... 18

F IGURE 1‐19: PROPERTIES TO CONSIDER IN THE DESIGN PHASE IN THE WALL M1. ................................................................................. 19

F IGURE 1‐20: PROPERTIES A CHANGE IN THE WALLS TO CONSIDER ALL EFFECTIVE STIFFNESS ..................................................................... 19

F IGURE 1 to 21: PROPERTIES TO CONSIDER IN THE DESIGN PHASE IN THE WALL M2. ............................................................................. 20

F IGURE 1‐22: PROPERTIES TO CONSIDER IN THE DESIGN PHASE IN THE SLAB mezzanine ........................................................................... 20

F IGURE 1‐23: P ARAMETERS PATTERN FOR LOADING Cm. .................................................................................................................... 21

F IGURE 1‐24: P ARAMETERS PATTERN FOR LOADING LIVE ................................................................................................................. 21

F IGURE 1‐25:

P ARAMETERS PATTERN FOR LOADING LiveUp............................................................................................................. 22

F IGURE 1‐26: P ARAMETERS PATTERN FOR LOADING SISMOX. .......................................................................................................... 22

F IGURE 1‐27: P ARAMETERS DEFINITION FOR LATERAL LOADS IF YOU USING RATIOS FOR THE EARTHQUAKE IN Street address X. ......................... 23

F IGURE 1‐28: P ARAMETERS DEFINITION FOR LATERAL LOADS IF YOU USING RATIOS FOR THE EARTHQUAKE IN Street address Y. ......................... 23

F IGURE 1‐29: E SPECTRO IMPORTED DESIGN FOR MODAL ANALYSIS BY SPECTRAL RESPONSE ASCE / SEI 7 ‐10. ................................................ 24

F IGURE 1‐30: P ARAMETERS THE CASE LOAD "MODAL" .................................................................................................................. 25

F IGURE 1‐31: P ARAMETERS THE CASE LOAD "EQXX" Street address X. ............................................................................................... 26

F IGURE 1‐32: P ARAMETERS THE CASE LOAD "EQYY" Street address Y. .............................................................................................. 26

F IGURE 1‐33: DEFINING LA M ASA E FECTIVA SÍSMICA ...................................................................................................................... 27

F IGURE 1‐34: MENU "DRAW " THE S AP2000. .................................................................................................................................. 28

F IGURE 1‐35: MENU CONTEXTUAL TOOL "DRAW F RAME / C ABLE / T Endon". ........................................................................................... 28

F IGURE 1‐36: MENU CONTEXTUAL TOOL "QUICK DRAW SECONDARY BEAMS". ........................................................................................ 29

F IGURE 1‐37:

DIBUJO BEAMS ON THE FIRST FLOOR .......................................................................................................................... 30

F IGURE 1‐38: V ISTA IN 3D BEAMS DRAWN IN THE FIRST FOUR FLOORS ................................................................................................ 30

F IGURE 1‐39: DIBUJO BEAMS ON THE FOURTH FLOOR ...................................................................................................................... 31

F IGURE 1‐40: V ISTA IN 3D BEAMS DRAWN IN FIRST SEVEN FLOORS ..................................................................................................... 31

F IGURE 1‐41: DIBUJO BEAMS ON THE SEVENTH FLOOR ..................................................................................................................... 32

F IGURE 1‐42: V ISTA IN 3D BEAMS DRAWN IN THE FIRST TEN FLOORS .................................................................................................. 32

F IGURE 1‐43: DIBUJO BEAMS IN THE TENTH FLOOR ......................................................................................................................... 33

F IGURE 1‐44: DIBUJO BEAMS IN FIFTEEN FLOORS ............................................................................................................................ 33

F IGURE 1‐45: DIBUJO COLUMNS IN E JE One. ................................................................................................................................... 34

F IGURE 1‐46: DIBUJO COLUMNS IN E JE Two. ................................................................................................................................... 34


11/63

1

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

F IGURE 1‐47: DIBUJO COLUMNS IN E JE Three. ................................................................................................................................. 35

F IGURE 1‐48: DIBUJO COLUMNS IN E JE 4. ........................................................................................................................................ 35

F IGURE 1‐49: DIBUJO COLUMNS IN E JE May. .................................................................................................................................. 36

F IGURE 1‐50: DIBUJO COLUMNS IN E JE Six. ..................................................................................................................................... 36

F IGURE 1‐51:

DIBUJO COLUMNS IN E JE 7. ........................................................................................................................................ 37

F IGURE 1‐52: DIBUJO COLUMNS IN E JE Eight. ................................................................................................................................. 37

F IGURE 1‐53: V ISTA IN 3D MODEL WITH BEAMS AND COLUMNS DRAWN .............................................................................................. 38

F IGURE 1‐54: DIBUJO WALLS CUTTING IN E JE 3 .............................................................................................................................. 39

F IGURE 1‐55: DIBUJO WALLS CUTTING IN E JE Eight. .......................................................................................................................... 39

F IGURE 1‐56: DIBUJO WALLS CUTTING IN E JE C. ................................................................................................................................ 40

F IGURE 1‐57: DIBUJO WALLS CUTTING IN E JE F. ................................................................................................................................ 40

F IGURE 1‐58: V ISTA IN 3D MODEL WITH BEAMS ,COLUMNS AND WALLS CUTTING DRAWN ......................................................................... 41

F IGURE 1‐59: DIBUJO SLAB OF FLOORS FOR FLOORS 1º AL 3º ............................................................................................................. 42

F IGURE 1‐60: DIBUJO SLAB OF FLOORS FOR FLOORS 4º AL 6º ............................................................................................................. 42

F IGURE 1‐61: DIBUJO SLAB OF FLOORS FOR FLOORS 7 º AL 9º ............................................................................................................. 43

F IGURE 1‐62: DIBUJO SLAB OF FLOORS FOR FLOORS 10º AL 15º ......................................................................................................... 43

F IGURE 1‐63:

V ISTA IN 3D

STRUCTURAL MODEL

WITH

FULL

ITEMS ...................................................................................................... 44

F IGURE 1‐64: V ISTA MESH FLOOR ALLOCATED FIFTEEN ..................................................................................................................... 45

F IGURE 1‐65: L ADO LEFT :OPTIONS FOR A PERFECT FITTING ,RIGHT SIDE :OPTIONS FOR A FIXED SUPPORT ........................................................ 46

F IGURE 1‐66: BRazorlight ASSIGNED A RIGID BEAM JOINTS‐COLUMN BY DESIGN CAPACITY BY .................................................................... 47

F IGURE 1‐67: E LESSON TYPE OF ANALYSIS ..................................................................................................................................... 48

F IGURE 1‐68: V ISTA IN 3D MODEL TESTED .................................................................................................................................... 49

F IGURE 1‐69: RESULTS GRAPHICALLY ........................................................................................................................................ 50

F IGURE 1‐70: F ORM FOR THE PRESENTATION OF RESULTS TABLES ....................................................................................................... 50

F IGURE 1‐71: RESULTS SHEAR FORCE ON THE BASIS OF FLE ................................................................................................................ 50

F IGURE 2‐1: C ORTANTES BY PISO ................................................................................................................................................ 59

F IGURE 2‐2: PROFILE DRIFTING IN BOTH DIRECTIONS FOR FLE ............................................................................................................. 62

F IGURE 3‐1: DFOR EFORMADA MODO 1 ‐ T = 2.11S , AND FOR THE MODO 2 ‐ T = 1.94S ...................................................................... 79

F IGURE 3‐2:

DFOR EFORMADA MODO 3

‐T = 1.49S , AND FOR THE MODO 4

‐T = 0.84S ...................................................................... 79

F IGURE 3‐3: DFOR EFORMADA MODO 5 ‐ T = 0.73S , AND FOR THE MODO 6 ‐ T = 0.63S ...................................................................... 80

F IGURE 3‐4: DFOR EFORMADA MODO 7 ‐ t = 0.45S , AND FOR THE MODO 8 ‐ T = 0.37 S ...................................................................... 80

F IGURE 3‐5: DFOR EFORMADA MODO 9 ‐ T = 0.30S , AND FOR THE MODO 10 ‐ T = 0.23S .................................................................... 81

F IGURE 3‐6: DFOR EFORMADA MODO 11 ‐ T = 0.18S , AND FOR THE MODO 12 ‐ T = 0.13S .................................................................. 81

F IGURE 3‐7: E SPECTRO DESIGN ................................................................................................................................................... 83

F IGURE 3‐8: E SPECTRO ACCELERATION OF DESIGN ........................................................................................................................... 83

F IGURE 3‐9: E SPECTRO SPEED DESIGN .......................................................................................................................................... 84

F IGURE 3‐10: E SPECTRO DESIGN OF TRAVEL ................................................................................................................................... 84

F IGURE 3‐11: PROFILE DRIFTING IN BOTH DIRECTIONS FOR SPECTRAL MODAL ANALYSIS ............................................................................. 98


12/63

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

xii

Index of Tables

T ABLA 1‐1:

C OEFICIENTE DE SITE BY ASCE

/

SEI

7 ‐10

FOR C LASS OF SITE C. ...................................................................................... 5

T ABLA 1‐2: C OEFICIENTE DE SITE BY ASCE / SEI 7 ‐10 FOR C LASS OF SITE C. ...................................................................................... 6 T ABLA 1‐3: C ATEGORIES RISK FOR BUILDINGS AND OTHER STRUCTURES FOR LOADS FLUIDS ,WIND ,SNOW ,EARTHQUAKE , AND ICE ........................... 6 T ABLA 1‐4: F ACTORS RELEVANT TO RISK CATEGORIES FOR BUILDINGS AND OTHER STRUCTURES FOR LOADS FLUIDS , WIND ,SNOW ,EARTHQUAKE , AND

ICE ................................................................................................................................................................................ 7

T ABLA 1‐5: C ATEGORY BASED SEISMIC DESIGN PARAMETER ACCELERATION RESPONSE FOR SHORT PERIODS , .................................................... 7

T ABLA 1‐6: C ATEGORY BASED SEISMIC DESIGN PARAMETER ACCELERATION RESPONSE PERIOD 1S , ................................................................ 7

T ABLA 1‐7: V ALUES EFFECTIVE STIFFNESS OF INGREDIENTS ,TAKEN FROM ASCE / SEI 41‐06 SUPPLEMENT NºOne. ......................................... 8

T ABLA 1‐8: V SPECTRAL ACCELERATION PERIOD ALUES VS DESIGN SPECTRUM ,BY ASCE / SEI 7 ‐10. ............................................................. 24

T ABLA 1‐9: C ARGAS APPLIED TO EACH FLOOR ................................................................................................................................. 46

T ABLA 2‐1: V ALUES PARAMETERS ESTIMATED PERIOD And X .......................................................................................................... 53 T ABLA 2‐2: C FOR OEFICIENTES LImitate SUperior CALCULATED IN THE PERIOD ......................................................................................... 53

T ABLA 2‐3:

C ARGAS superimposed .............................................................................................................................................. 54

T ABLA 2‐4: M ASAS ,MASS MOMENTS OF INERTIA AND LOCATION OF MASS CENTERS .................................................................................. 55

T ABLA 2‐5: M ASAS ,MASS MOMENTS OF INERTIA AND LOCATION OF CENTER MASS CALCULATED BY E TABS .................................................... 55

T ABLA 2‐6: F UERZAS BASE SHEAR IN CASH AND CALCULATED BY WEIGHT S AP2000. ................................................................................... 57

T ABLA 2‐7: F UERZAS BASE SHEAR IN CASH AND CALCULATED BY WEIGHT E TABS ....................................................................................... 57

T ABLA 2‐8: F SIDE SEISMIC UERZAS ,DUMP AND CUTTING MOMENTS APPLIED TO EACH FLOOR ...................................................................... 58

T ABLA 2‐9: F APPLIED TO SEISMIC UERZAS DIAPHRAGMS ,RESULTS TABLE E TABS ........................................................................................ 58

T ABLA 2‐10: DERIVAS BY FLE FOR EARTHQUAKE IN THE DIRECTION X CALCULATED BY E TABS ..................................................................... 60

T ABLA 2‐11: DERIVAS BY FLE FOR EARTHQUAKE IN THE DIRECTION And CALCULATED BY E TABS ................................................................. 60

T ABLA 2‐12: DERIVAS FLOOR BY FLE IN THE DIRECTION X. ................................................................................................................ 61

T ABLA 2‐13: DERIVAS FLOOR BY FLE IN THE DIRECTION Y. .............................................................................................................. 61

T ABLA 2‐14: A XAMINATION R AYLEIGH FOR PERIODS OF VIBRATION IN THE STEERING X. ........................................................................... 63

T ABLA 2‐15:

A XAMINATION R AYLEIGH FOR PERIODS OF VIBRATION IN THE STEERING Y. .......................................................................... 63

T ABLA 2‐16: C ALCULATION STABILITY COEFFICIENT FOR ADDRESS X, FOR FLE ........................................................................................ 64

T ABLA 2‐17: C ALCULATION STABILITY COEFFICIENT FOR ADDRESS Y, FOR FLE ........................................................................................ 65

T ABLA 3‐1: PERIODOS AND CUMULATIVE PERCENTAGES OF INVOLVEMENT WITH MODAL MASS CALCULATED E TABS .......................................... 73

T ABLA 3‐2: PERIODOS AND CUMULATIVE PERCENTAGES OF INVOLVEMENT WITH MODAL MASS CALCULATED S AP2000. ..................................... 74

T ABLA 3‐3: C OMPARING RESULTING PERIODS AN ANALYSIS R AYLEIGH AND VECTORS RITZ ......................................................................... 74

T ABLA 3‐4: P And ERIODOS F FOR RECUENCIAS S AP2000 AND E TABS ................................................................................................... 74

T ABLA 3‐5: C ALCULATION PARTICIPATION FACTORS FOR THE FIRST MODE ............................................................................................. 76

T ABLA 3‐6: C ALCULATION PARTICIPATION FACTORS FOR SECOND MODE ............................................................................................... 76

T ABLA 3‐7: C ALCULATION PARTICIPATION FACTORS FOR THE THIRD WAY .............................................................................................. 76

T ABLA 3‐8: F ACTORS MODAL SHARE ............................................................................................................................................ 77

T ABLA 3‐9: PORCENTAJES MODAL MASS PARTICIPATION ................................................................................................................... 77

T ABLA 3‐10:

F ACTORS OBTAINED WITH MODAL SHARE E TABS ............................................................................................................ 77

T ABLA 3‐11: F ACTORS OBTAINED WITH MODAL SHARE S AP2000. ......................................................................................................... 77

T ABLA 3‐12: PORCENTAJES INVOLVEMENT WITH MODAL MASS OBTAINED E TABS ................................................................................... 78

T ABLA 3‐13: PORCENTAJES INVOLVEMENT WITH MODAL MASS OBTAINED S AP2000. ............................................................................... 78

T ABLA 3‐14: V ALUES OF ACCELERATION ,SPECTRAL AND TRAVEL SPEEDS FOR PERIODS OF FORMS SO85 .. .

T ABLA 3‐15: V ALUES SPECTRAL ACCELERATION OF THE PERIOD FOR EACH CALCULATED BY E TABS ............................................................... 85

T ABLA 3‐16: V ALUES SPECTRAL ACCELERATION OF THE PERIOD FOR EACH CALCULATED BY S AP2000. ........................................................... 85

T ABLA 3‐17: DDisplacement of the piston FIRST LEVEL MANAGEMENT X, EARTHQUAKE IN THE DIRECTION X. ................................................... 86

T ABLA 3‐18: DDisplacement of the piston SECOND LEVEL MANAGEMENT X, EARTHQUAKE IN THE DIRECTION X. ............................................... 87

T ABLA 3‐19: DDisplacement of the piston THIRD LEVEL IN THE DIRECTION X, EARTHQUAKE IN THE DIRECTION X. .............................................. 87

T ABLA 3‐20: DESPLAZAMIENTO LEVELS AND TURNS ,EARTHQUAKE IN THE DIRECTION X. ............................................................................ 87

T ABLA 3‐21: DESPLAZAMIENTO LEVELS ,EARTHQUAKE IN THE DIRECTION Y. .......................................................................................... 88


13/63

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

xiii

T ABLA 3‐22: DESPLAZAMIENTO LEVELS ,EARTHQUAKE IN THE DIRECTION X USING E TABS ............................................................................ 88

T ABLA 3‐23: DESPLAZAMIENTO LEVELS ,EARTHQUAKE IN THE DIRECTION X USING E TABS ............................................................................ 88

T ABLA 3‐24: AMODAL deceleration FIRST LEVEL MANAGEMENT X, EARTHQUAKE IN THE DIRECTION X. .......................................................... 89

T ABLA 3‐25: AMODAL deceleration SECOND LEVEL MANAGEMENT X, EARTHQUAKE IN THE DIRECTION X. ....................................................... 90

T ABLA 3‐26:

AMODAL deceleration THIRD LEVEL MANAGEMENT X,

EARTHQUAKE IN

THE

DIRECTION

X. ......................................................... 90 T ABLA 3‐27: ADecelerations LEVELS ,EARTHQUAKE IN THE DIRECTION X. ................................................................................................ 90

T ABLA 3‐28: ADecelerations LEVELS ,EARTHQUAKE IN THE DIRECTION Y. .............................................................................................. 91

T ABLA 3‐29: ADecelerations LEVELS ,EARTHQUAKE IN THE DIRECTION X, CALCULATED BY E TABS ................................................................... 91

T ABLA 3‐30: ADecelerations LEVELS ,EARTHQUAKE IN THE DIRECTION Y, CALCULATED BY E TABS ................................................................... 91

T ABLA 3‐31: F UERZAS AND MOMENTS IN THE LEVELS ,EARTHQUAKE IN THE DIRECTION X. .......................................................................... 92

T ABLA 3‐32: F UERZAS AND MOMENTS IN THE LEVELS ,EARTHQUAKE IN THE DIRECTION Y. ......................................................................... 92

T ABLA 3‐33: F Orce base shear ,EARTHQUAKE IN THE DIRECTION X. ....................................................................................................... 93

T ABLA 3‐34: F Orce base shear ,EARTHQUAKE IN THE DIRECTION Y. ..................................................................................................... 93

T ABLA 3‐35: F Orce base shear ,EARTHQUAKE IN THE DIRECTION X CALCULATED BY E TABS ........................................................................... 94

T ABLA 3‐36: F Orce base shear ,EARTHQUAKE IN THE DIRECTION And CALCULATED BY E TABS ....................................................................... 94

T ABLA 3‐37: F UERZAS CUTTING BY LEVELS ,EARTHQUAKE IN THE DIRECTION X. ........................................................................................ 94

T ABLA 3‐38:

F UERZAS CUTTING BY LEVELS ,EARTHQUAKE IN THE DIRECTION Y. ....................................................................................... 95

T ABLA 3‐39: F UERZAS CUTTING BY A FACTOR LEVELS OF CLIMBING 1.40, EARTHQUAKE IN THE DIRECTION X. ................................................. 96

T ABLA 3‐40: F UERZAS CUTTING BY A FACTOR LEVELS OF CLIMBING 1.42, EARTHQUAKE IN THE DIRECTION Y. ................................................. 96

T ABLA 3‐41: DERIVAS FLOOR FOR SPECTRAL MODAL ANALYSIS IN THE DIRECTION X. ................................................................................. 97

T ABLA 3‐42: DERIVAS FLOOR FOR SPECTRAL MODAL ANALYSIS IN THE DIRECTION Y. ................................................................................ 97

T ABLA 3‐43: C ALCULATION STABILITY COEFFICIENT FOR ADDRESS X, FOR MODAL ANALYSIS ...................................................................... 99

T ABLA 3‐44: C ALCULATION STABILITY COEFFICIENT FOR ADDRESS Y, FOR MODAL ANALYSIS ...................................................................... 99


14/63

modeling

building irregular 15

flats with

SAP2000


15/63

Community for Civil EngineeringCalculation of Reinforced Concrete Buildings with Modelling of a Building with 15 Floors Sap2000

2

1. Modeling of Irregular Building 15 Floors with Sap2000

Irregular fifteen‐story building of reinforced concrete is presented consists of resistant moment

frames and shear walls. For analyzing the structure of the following two methods are carried out:

Analysis by Equivalent Lateral Force.

Modal Analysis of Spectral Response Tri‐Dimensional.

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, Inc., Berkeley, California.

1.1. Description of Structure

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

height of 5 meters calculation, the remaining floors are 4 feet tall. The overall building height is 61 meters.

The lateral force resisting system consists of a dual system of special moment‐resisting frames

reinforced concrete shear walls and reinforced concrete, connected by reinforced concrete beams also. The

compressive strength of concrete is 350 Kg / cm 2, and

yield strength of reinforcing steel is 4200 Kg / cm2.

Mezzanine slabs are considered solid slabs that guarantee behavior as rigid diaphragm. The

overall dimensions and size of the elements can be seen in the map accompanying this document. In

Figures 1‐1 to 1‐4, you can see the distribution plan of the building, and in Figure 1‐5 there are two 3D views

conducted with Etabs.

In the case of a modeling foundation is considered, for practical purposes considering the soil‐

structure interaction, such as shoes connected surface.


16/63


3

Figure 1‐1: Plant the first and third floors.

Figure 1‐2: Ground from fourth to sixth floor.


17/63


4

Figure 1‐3: Plant of the seventh to the ninth floor.

Figure 1‐4: Plant of the tenth to the fifteenth floor.

Figure 1‐5: 3D views of the building to be

calculated.


18/63


5

1.2. Development of Seismic Design Loads and Requirements

1.2.1. Seismicity

To continue with the proposed methodology, in line with recent guidelines (ASCE / SEI 7‐10), the

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

Ground Motion Parameter Calculator" tool for obtaining the relevant parameters 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, andAre

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 1‐1

and 1‐2). Below is presented the summary of the calculations for the basic ground motion:

Table 1‐1: Coefficient of Site according to ASCE / SEI 7 ‐10 for Site Class C.


19/63


6

Table 1‐2: Coefficient of Site according to ASCE / SEI 7 ‐10 for Site Class C.

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

descending portion (constant speed or acceleration inversely proportional to T) spectrum.

1.2.2. Structural Design Requirements

According to ASCE / SEI 7‐10, the building will be classified as Risk Category III, as the failure of

the building may have a substantial risk to human life and is not designed as an essential facility (See Table

1‐3 ). Therefore shall have one Seismic Importance Factor ( ) Of 1.25 (See Table 1‐4).

The Seismic Design Category D will be, according to ASCE / SEI 7‐10 (See Tables 1‐5 and 1‐6), as

, And .

Table 1‐3: Risk categories for buildings and other structures for fluid loads, wind, snow, earthquake, and ice.


20/63


7

Table 1‐4: Factors of importance for the risk categories for buildings and other structures for fluid loads, wind,

snow, earthquake, and ice.

Table 1‐5: Seismic Design Category based on the parameter response acceleration for short periods,

.

Table 1‐6: Seismic Design Category based on the parameter of acceleration response periods 1s .

The seismic force resisting system is formed in both directions by a dual system

porches and walls. Table 12.2.1 of ASCE / SEI 7‐10 provides the design coefficients and factors for various

systems resistant to seismic forces. Section D‐3 of the table, have walls Reinforced Concrete Special Court,

which belong to the dual systems with special moment resisting frames to be able to withstand at least 25%

of prescribed seismic forces, which correspond the following values:

building

.

Response Modification Coefficient, R: 7.0

Sobreresistencia Factor, : 2.5

Deflection Amplification Factor, : 5.5

Resistant to seismic forces such system does not have restrictions on the height of the

1.3. Material Properties and Elements

1.3.1. Properties of Concrete

The modulus value for normal density concrete can be taken according to the ACI 318‐08 / 8.5.1,

as follows:


21/63


8

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

mezzanines, has the following properties:

Density: 2400 kg / m 3 . Compressive Strength of Concrete: 350 Kg /

cm 2 . Steel Effort Creep: 4200 Kg / cm 2 .

Modulus: 280 624.30 Kg / cm 2 .

Cutter Module: 0.417 x EC 117 = 020.33 Kg / cm 2 .

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 bending, cutting and axial

deformations slip reinforcement. According to the ASCE / SEI 41‐06 Section 6.3.1.2, the following values for

the linear calculation of the building will be taken:

Table 1‐7: Values of the effective stiffness of the components, taken from the ASCE / SEI 41‐06

Supplement No.1.

They work with the values presented for effective rigidities in Table 1‐1, only the following

changes are made: 1) The flexural stiffness of beams prestressed not, according to the ATC‐40, will be taken

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

1.3.2.2. Sections Columns

Four types of columns, one of which is square and the rest are circular columns have. The

properties for each type are listed below:


22/63


9

Column C1 (square)

Cant gross : 60 cm.

Width : 60 cm.

Coating + bracket + rod / 2 : 6 cm.

Flexural Stiffness : 0.70 .

Shear Stiffness : 0.40 .

Torsion Rigidity : Will not be considered.

Column C2 (loop)

Diameter : 60 cm.





Column C3 (loop)

Diameter : 80 cm.





C4 column (loop)

Diameter : 90 cm.





1.3.2.3. Sections Beams

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

Beam V1 (30x60)

Cant gross : 60 cm.

Width : 30 cm.





Beam V2 (30x80)

Cant gross : 80 cm.

Width : 30 cm.



23/63


10




In Figure 1‐6 you can see the summary table of sections for beams and columns.

Figure 1‐6:

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. The properties for each

type are listed below:

Wall M1

Thickness : 30 cm.




M2 Wall

Thickness : 35 cm.




1.3.2.5. Mezzanine sections Slabs

You only have one type of mezzanine slab, a flat slab which by its length / width ratio could be

considered as one way slab. Its properties are as follows:

Solid Slab (evaluate to two‐way)

Thickness : 17.5 cm.

1.4. Definitions in Sap2000

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

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


24/63


11

new model from the menu "File / New Model", or by clicking the tool, or with the key combination "Ctrl +

N". Access the form "New Model" for the creation of a model will be based on a program template, or start

from scratch a model (see Figure 1‐7).

In item you must choose the units that will work, those that may change at any time according to the

required results. The initial units for the model will be.

Figure 1‐7: Form New Model.

Figure 1‐8: Form Quick Grid Lines.

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

verify that the tab selected is "Cartesian" to work with a grid of coordinate axes based on Cartesian axes

(See Figure 1‐8). In "Number of Grid Lines" we enter the


25/63


12

number of axes to be used in each 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" we enter

wheelbases (distances can then be edited if different values are taken, as is usual), in "X direction" is

entered 8 "Y direction" 4 is entered, and "Z

direction "is entered 4 Once you have entered the values we click on the (See Figure 1‐8) button. And the

program presents the main window with the grid axes in three dimensions (see Figure 1‐9).

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

Cartesian and cylindrical axes (see Figure 1‐

10).

Figure 1‐9: Mesh created coordinate axes.

Figure 1‐10: Mesh Mix Cartesian‐cylindrical shafts in Etabs.


26/63


13

To edit wheelbases, name, colors, etc., double click with the left mouse button anywhere on the

mesh created axes, or by clicking the right mouse button on any open area on the sales and context menu

choose "Edit Data Grid" or we enter the menu, "Define / Gride Coordinate Systems". We are presenting the

"Coordinate / Grid Systems", in that form can generate a new mesh coordinate axes or edit an already

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

, Which we will open a new form, "Define Data Grid Systems", where we can edit the axis

properties. Checking with the plane model, the distances between the axes in the X and Y directions are OK,

the only change will be in the Z direction (floors) and the height of the first floor is 5 meters; then in the

"Display as Grids" section select

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

1‐11). We click on the button twice to exit the forms used and

we edited the mesh axes.

Figure 1‐11: Form "Define Grid Data System" for editing mesh coordinate axes.

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

1.4.1. Definition of Material

With the material properties listed in Section 1.3.1, we proceed to create the material Sap2000.

Through the menu, "Define / Materials" or the tool, you have access to the form


27/63


14

"Define Materials", you can see that by default materials generated by the program, we click on the button

to generate a new material with properties as shown in Figure 1‐12. Clicked the button to create the

material.

Figure 1‐12: Creating the material to be used in the model.

At any time you can use the calculator program, placing in a text box you need a numeric value

and pressing the "Shift + Enter" keys.

You click OK and exit the form "Define Materials" with new material created and ready to use in

the following phases.

The next step is to create the sections, and their properties for use in the model drawing.

1.4.2. Define Sections "Frame"

For the creation of one‐dimensional elements "Frame" is entered using the menu: "Define /

Section Properties / Frame Sections", or also by the tool. Access the form "Frame Properties" Then will from

which we can import, create

Copy Amended , And

delete sections.


28/63


15

1.4.2.1. Columns

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

In the following form "Add Frame Section Property" choose "Concrete" in "Frame

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

section (see Figure 1‐13) , so we have access to the form "Rectangular Section".

Figure 1‐13: Creating a new section for columns.

Create column C1, in the form "Rectangular Section" we enter the initial properties such as the

name of the section, the material used, and the dimensions (see Figure 1‐14). We click on the "Set

Modifiers ..." button to modify the stiffness of the section, as shown in Figure 1‐

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

Reinforcement" button and in the form "Reinforcement Data" define the properties for the reinforcement

section for both the longitudinal reinforcement to the cross, at this stage of the calculation is not necessary

to indicate the number or diameter of the "real" bars, as you will be asked the program to give us the design

later in the review phase of design should create sections with "real" reinforcements for the program to

check whether or not it meets the design requirements.

We entered the data as seen in Figure 1‐16 and click on the button to return to the form "Rectangular

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

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

missing sections, circular sections choosing changing the parameters for varying the gross stiffness and

perform the calculation with the effective stiffness, and specifying the circular reinforcement columns. Figure

1‐17 can be seen the initial properties, variations in stiffness and reinforcement for the circular column C2.


29/63


16

Figure 1‐14: Initial properties for the C1 column.

Figure 1‐15: Properties to modify all columns to consider actual rigidities.

Figure

1‐

16:

Reinforcement

to

consider

in

the

design

phase

in

column

C1.


30/63


17

Figure 1‐17: Properties to be considered in the design phase in column C2.

1.4.2.2. Beams

After creating the four kinds of columns, the two types of beams choosing rectangular sections

with the same procedure for defining columns are created. Figure 1‐18 can be seen the forms used to

create the beam V1.

Once the 04 columns and the two beams are taken, we click on the button on the form "Frame

Properties", and we will have created the sections used in the model drawing. The next step is to create the

sections used in the shear walls.

1.4.3. Sections Definition "Area"

We entered through the menu, "Define / Section Properties / Area Sections", or the tool to

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

will display the "Area Sections" form in which we can add Copy

Amended and clear one section.


31/63


18

Figure 1‐18:

Properties

to

be

considered

in

the

design

phase

in

V1

beam.

1.4.3.1. Walls Court

In the form "Area Sections" select "Shell" in the "Select Section Type To Add" section, then we

click on the button to create a section with the parameters

suitable for use in shear walls. Two types of shear walls which are distinguished by having its

thickness.

In the form "Shell Section Data" we enter the properties as seen in Figure 1‐19. We click on the

button to adjust the properties to use the effective stiffness in the walls (see Figure 1‐20). We click on

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

Area ".

With the same procedure to create the M2 section wall. Forms

M2 for the wall can be seen in Figure 1‐21. Being in the "Area Section" form, we click on the button to

return to the main program screen having

defined sections to be used in shear walls.


32/63


19

Figure 1‐19: Properties to be considered in the design phase in the M1 wall.

Figure 1‐20:

Properties

to

change

at

all

walls

to

consider

actual

rigidities.

1.4.3.2. Slabs Entrepisos

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

continues.

Forms and values each property can be seen in Figure 1‐22. No reduction in the calculation of the

effective stiffness is not applied, as a slab is considered infinitely stiff and calculated holding it in mind that

works as a rigid diaphragm.


33/63


20

Figure 1‐21: Properties to be considered in the design phase in the M2 wall.

Figure 1‐22: Properties to be considered in the design phase in the slab mezzanine.

1.4.4. Definition of Pattern Loads (Load Patterns)

In addition to its own weight loads (which comes by default in the program, "DEAD") five

additional loads generated pattern: superimposed loads (CM), live loads reduced in mezzanine (LIVE), loads

on roofs (LiveUp) and seismic building for analysis by the method of the equivalent lateral force (FLE) loads,

seismic loads are generated in each direction (SISMOX and SISMOY).


34/63


21

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

Patterns", or tool .

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

Amended (Patterns of lateral loads), and delete load

patterns.

1.4.4.1. Superimposed Loads, CM

Inside the form "Define Load Patterns" is has a default DEAD load in the "Self Weight Multiplier"

column is the value of "1" (100%), which tells the program to calculate the weight of structural components

are drawn in the model, if you wanted to include a percentage of own weight can vary the value of "1" to

the right. In any case load may include the weight, but it is advisable to have an independent pattern.

Generate loads superimposed pattern where all dead load will enter (finishing, mechanical, etc.),

charging parameters can be seen in Figure 1‐23. Once the values are entered click on the button to create

the new load.

Figure 1‐23: Parameters for the CM loading pattern.

1.4.4.2. Reduced Loads Vivas, LIVE

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

can be seen in Figure 1‐24.

Figure 1‐24: Parameters for loading pattern LIVE.


35/63


22

1.4.4.3. Roof Loads Vivas, LiveUp

The process of creating roof loads is similar to the loads created above, the parameters can be

seen in Figure 1‐25.

Figure 1‐25:

Parameters

for

loading

pattern

LiveUp.

1.4.4.4.

Seismic Loads for FLE, SISMOX and EARTHQUAKE AND

In seismic loads for static lateral force by the equivalent analysis, the change from the loads

created above is that by choosing it as a "Quake" (earthquake or earthquake) the "Lateral Auto Load

Pattern" column will be activated; from said column we can generate a lateral load regulations introducing

loads directly applied to the center of mass, or by the ratio of base shear seismic ("User Coefficient").

In Figure 1‐26 you can see the parameters for the lateral load in the direction X. Once

side loading created by clicking the button proceed to edit, in Figure 1 to 27

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

"Define Load Patterns".

The process is similar to the lateral load generated by user coefficients seismic load in the Y

direction in Figure 1‐28 may be seen the load parameters in the Y direction

Once the six loads pattern (including DEAD) you have, you click on the button to close the form

"Define Load Patterns" and accept the patterns defined.

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

Figure 1‐26: Parameters for loading pattern SISMOX.


36/63


23

Figure 1‐27: Parameters definition for the case of lateral loads using user coefficients for the earthquake in the X

direction

Figure 1‐28: Parameters definition for the case of lateral loads using user coefficients for the earthquake in the Y

direction

1.4.5. Definition of Case Design (Load Cases)

1.4.5.1.

Join Spectrum Design

To define the spectrum of design is through the menu, "Define / Functions / Response Spectrum"

or by clicking the tool ; you have a choice of design spectra according

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

from the "Choose Function Type to Add" section and then click on the button, the file of the spectrum is

located, verified that it has checked, and clicking the button you will see the design spectrum.

In Figure 1‐29 you can see the form "Response Spectrum Function Definition" with

values chosen. If desired, you can click the button to change the data manually or to share the model without

the need of imported file

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


37/63


24

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

modal analysis of spectral response.

In Table 1‐8 the values for the definition of the design spectrum are appreciated.

Figure 1‐29: Spectrum imported for the modal analysis of spectral response according to ASCE / SEI 7 ‐10 design.

T Sto T Sto T Sto

0.00 0.0916 0.50 0.2287 4.00 0.0286

0.02 0.1191 0.60 0.1906 5.00 0.0229

0.04 0.1466 0.70 0.1634 6.00 0.0191

0.06 0.1741 0.80 0.1430 7.00 0.0163

0.08 0.2015 0.90 0.1271 8.00 0.0143

0.10 0.2289 1.00 0.1144 9.00 0.0113

0.20 0.2289 1.50 0.0762 10.00 0.0091

0.30 0.2289 2.00 0.0572 0.40 0.2289 3.00 0.0381

Table 1‐8: Values vs period spectral acceleration of the design spectrum, according to ASCE / SEI 7 ‐10.

1.4.5.2.

Load Case for Modal Analysis of Spectral Response

Once you have the design spectrum load cases for the modal analysis of spectral response is

created. We entered through the menu, "Define / Load Cases" or by clicking the tool, in the form "Define

Load Cases" we can add, edit, copy and delete load cases. In that

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

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

(eigenvalues and characteristic, modal participation, etc.).


38/63


25

Select the event "MODAL" and click on the button on the form "Load Case Data ‐Modal" changed

the method of evaluation of eigenvalues and eigenvectors type "Ritz Modes" from the "Type of Modes"

section. The remaining parameters to enter are

It can be seen in Figure 1‐30. We click on the button to accept the changes and return to the form "Define

Load Cases."

By clicking the button define the earthquake in the X direction, values and parameters can be

seen in Figure 1‐31, the scale value is equal to 9.81 (value of the acceleration of gravity) in the X direction,

the design spectrum does not have its values multiplied by this constant, and thus the program will be

considered for the calculation. In the Y direction 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 is applied to generate the load

case in the Y direction (see Figure 1‐32). Back in the form "Define Load Cases"

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

1.4.6. Definition of Effective Mass Seismic

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

. According to the ASCE / SEI 7‐10 considered 100% load its own weight and dead loads, but as the

building is not a store will not be considered a percentage of live loads. In Figure 1‐33 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 Sap2000.

Figure 1‐30: Parameters for the case of "MODAL" charge.


39/63


26

Figure 1‐31: Parameters for load case "EQXX" direction X.

Figure 1‐32: Parameters for load case "EQYY" direction Y.


40/63


27

Figure 1‐33:

Definition

of

Effective

Seismic

Ground.

1.5. Drawing Model in Sap2000

1.5.1. Display in Plan, Elevations and 3D

To draw the model must Sap2000 tools are helpful for viewing from different angles of view and

in plan, elevation or 3D. Below are presented the most important:

Tools movement:

"Move Up in List" and "Move Down in List" with the first of the tools you can move, for

example, an elevation view on Axis A Axis B immediately, or plan view 6th floor to floor plan view

7 The second of the tools meets

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

Tools Views:

"Pan" tool to perform 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.


41/63


28

1.5.2. Drawing of Frame Objects

From the menu "Draw" you have access to the tools with which the elements "Frame", "Area",

etc. will be drawn (See Figure 1‐34). The most important tools will be developed.

Figure 1‐34: Menu "Draw" the Sap2000.

"Draw Frame / Cable / Tendon", this t

Documents

[05225] - Calculation of Reinforced Concrete Buildings with Sap2000.pdf