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Calculation of
Reinforced Concrete
Buildings with
Sap2000
Book II of the Collection: Performance-
based Earthquake Engineering - PBEE
Toledo Vlacev Espinoza
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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
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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.
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Community for Civil EngineeringCalculation of Reinforced Concrete Buildings with Forewo
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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.
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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
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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
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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
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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
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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
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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
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modeling
building irregular 15
flats with
SAP2000
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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.
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Figure 1‐1: Plant the first and third floors.
Figure 1‐2: Ground from fourth to sixth floor.
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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.
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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.
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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.
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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:
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√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:
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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.
Coating + bracket + rod / 2 : 6 cm.
Flexural Stiffness : 0.70 .
Shear Stiffness : 0.40 .
Torsion Rigidity : Will not be considered.
Column C3 (loop)
Diameter : 80 cm.
Coating + bracket + rod / 2 : 6 cm.
Flexural Stiffness : 0.70 .
Shear Stiffness : 0.40 .
Torsion Rigidity : Will not be considered.
C4 column (loop)
Diameter : 90 cm.
Coating + bracket + rod / 2 : 6 cm.
Flexural Stiffness : 0.70 .
Shear Stiffness : 0.40 .
Torsion Rigidity : Will not be considered.
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.
Coating + bracket + rod / 2 : 9 cm.
Flexural Stiffness : 0.50 .
Shear Stiffness : 0.40 .
Torsion Rigidity : Will not be considered.
Beam V2 (30x80)
Cant gross : 80 cm.
Width : 30 cm.
Coating + bracket + rod / 2 : 9 cm.
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Flexural Stiffness : 0.50 .
Shear Stiffness : 0.40 .
Torsion Rigidity : Will not be considered.
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.
Coating + bracket + rod / 2 : 6 cm.
Flexural Stiffness : 0.50 .
Shear Stiffness : 0.50 .
M2 Wall
Thickness : 35 cm.
Coating + bracket + rod / 2 : 6 cm.
Flexural Stiffness : 0.50 .
Shear Stiffness : 0.50 .
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
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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
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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.
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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
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"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.
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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.
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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.
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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.
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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.
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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.
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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).
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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.
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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.
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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
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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.).
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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.
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Figure 1‐31: Parameters for load case "EQXX" direction X.
Figure 1‐32: Parameters for load case "EQYY" direction Y.
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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.
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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