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Advanced Application 2
Seismic Design for ReinforcedConcrete Building
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Seismic Design for Reinforced ConcreteBuilding
Overview
This example problem is meant to demonstrate the design of a Reinforced Concrete building structuresubjected to floor loads, wind loads and seismic loads.
DescriptionSeismic Design Data
- Dual system (special reinforced concrete structural walls with special moment frame) in thetransverse direction
- Special moment frame in the longitudinal direction- Assigned to a high seismic zone
Methodology- Response spectrum analysis
- P-Delta analysis
Model
Figure 1 : Reinforced Concrete Building Model
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Figure 2 : Typical Floor Plan
Figure 3 : Longitudinal Section
22-0
22-0
22-0
26-0 26-0 26-0 26-0 26-0 26-0 26-0
Roof
12F
11F
9F
8F
6F
7F
5F
4F
1F
3F
2F
11@12-0=
132-0
16-0
10F
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Design Procedure
1. Material & Section Properties Input
Material- Concrete fc = 4,000 psi- Reinforcement fy = 60,000 psi
Section- Edge columns 2424 in.- Interior columns 3030 in.- Beams 2024 in.- Walls 18 in. (In-plane & Out-of-plane)
Figure 4 : Material & Section Properties Input
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2. Create Model
Units : Length > ft
Set UCS to X-Y Plane
Origin : 0, 0, 16
Change View Direction > (on)
Set Line Grid
Grid Name = 2F
X-Grid Lines
Relative > (on)
7@26
Y-Grid Lines
Relative > (on)
3@22
Add/Modify Grid Lines
Define Grids
Line Grid, Line Grid Snap (toggle on)
Figure 5 : Create Grid Lines
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Figure 5 : Grid Lines in X-Y Plane
Generate Floor Plan
Hidden, Node Number, Element Number (toggle on)
Create Elements
Element Type = General Beam / Tapered Beam
Section Name = 3 : Beam
Draw Elements as shown (Refer Figure 6)
Figure 6 : Floor Plan
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Generate Columns
Change to GCS
Select All
Extrude Element
Node Line Element
Reverse I-J > (on)
Element Type = Beam
Material = 1 : Grade C4000
Section = 1 : Edge column
dx, dy, dz = 0, 0, -16
Figure 7 : Generate Columns
Change Properties of Interior Columns
Work> Properties > Section : 1 : Edge column = Active
Display > Property > Property Name > (on)
Isometric View (Refer Figure 8)
Top View > Select Window > Select Interior Columns
Work> Properties > Section = 2 : Interior column
Drag & Drop (Refer Figure 9)
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Figure 8 : Inactivate Beams
Figure 9 : Drag & Drop Interior Column Properties
Drop
Assign
Drag
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Generate Walls
Hidden (toggle off) ; Node Number (toggle on)
Display > Property > Property Name > (off)
Select Window(Refer Figure 10)
Active
Create Elements
Element Type : Wall
Membrane > (on)
Wall ID > Auto Inc. > 1
Material Name > 1:Grade C4000
Thickness > 1:1.5000
Intersect Node > (on)
Nodal Connectivity > 50, 42, 10, 18 (Refer on Figure 11)
Select Single > Wall Element 1
Translate Element > Copy
Equal Distance (dx, dy, dz) > 130, 0, 0
Wall ID Increment = 1
Figure 10 : Location of Wall Element
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Figure 11 : Nodal Connectivity of Wall Element
Figure 12 : Generation of Wall Element
1
1
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Building Generation
Select All
Model > Building > Building Generation
Number of Copies = 11
Distance(Global Z) = 12
Figure 13 : Building Generation
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Generate Story Data
Model > Building > Story
Figure 14 : Generation of Story Data
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3. Boundary Conditions InputThe lower ends of the columns are assumed fixed.
Model > Boundary > SupportsD All > (on)
R All > (on)Select Window
Figure 15 : Boundary Supports
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4. Loading Data Input
Load > Static Load Cases
- Dead Load- Live Load
- Wind Load (X-direction)- Wind Load (Y-direction)- Earthquake Load (X-direction, Eccentricity direction-Positive)- Earthquake Load (X-direction, Eccentricity direction-Negative)- Earthquake Load (Y-direction, Eccentricity direction-Positive)- Earthquake Load (Y-direction, Eccentricity direction-Negative)
Figure 16 : Loading Data Input
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Self Weight
Load > Self Weight
Z = -1
Figure 17 : Self Weight Load
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Floor Load
Load > Define Floor Load Type
- Name > Typical Floor : DL = -30 psf, LL = -75 psf- Name > Roof Level : DL = -10 psf, LL = -20 psf
Load > Assign Floor Load
- Load Type > Typical Floor- Two Way Distribution- Copy Floor Load > (on)- Axis > z (on)- Distance > 10@12- Assign Nodes Defining Loading Area > (1, 8, 32, 25)
Similarly, assign floor load at roof level :
- Load Type > Roof Level- Copy Floor Load > (off)- Assign Nodes Defining Loading Area > (386, 387, 417, 410)
Figure 18 : Assign Floor Loads
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Figure 19 : Floor Load Distribution
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Wind Loads
Load > Lateral Loads > Wind Loads
- Load Case Name > WX- Wind Load Code > IBC2000 (ASCE7-98)- Simplified Procedure > (on)
- Basic Wind Speed > 85 mile/h- Importance Factor > 1- Exposure Category > B- Scale Factor in Global X > 1- Scale Factor in Global Y > 0
- Load Case Name > WY- Scale Factor in Global X > 0- Scale Factor in Global Y > 1
Figure 20 : Input Wind Loads
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Convert Model Weight & Loads to Masses
Model > Structure Type
- Structure Type > 3-D (on)- Convert to X, Y (on)- Gravity Acceleration > 32.1719 (ft/sec2)
Figure 21 : Convert Model Weight to Masses
Model > Masses > Loads to Masses
- Mass Direction > X, Y (on)- Load Type for Converting > All (on)- Gravity > 32.1719 (ft/sec2)- Load Case > DL- Scale Factor > 1
- Load Case > LL- Scale Factor > 0.25
Figure 22 : Covert Model Loads to Masses
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Static Seismic Loads
Load > Lateral Loads > Static Seismic Loads
- Load Case Name > EXP- Seismic Load Code > IBC2000 (ASCE7-98)- Seismic Design Category > E
- Site Class > C- Ss = 1.0- S1 = 0.3- Importance Factor (I) = 1- Period (Code) > X-Dir. = 1.2 ; Y-Dir. = 0- Response Modification Coef. (R) > X-Dir. = 8 (Special moment frame),
Y-Dir. = 8 (Dual system: special reinforced concretestructural walls with special moment frame)
- Scale Factor in Global X = 1- Scale Factor in Global Y = 0- Accidental Eccentricity in X-direction > Positive (on)- Accidental Eccentricity in Y-direction > Positive (on)
-
Load Case Name > EXN- Period (Code) > X-Dir. = 1.2 ; Y-Dir. = 0- Scale Factor in Global X = 1- Scale Factor in Global Y = 0- Accidental Eccentricity in X-direction > Negative (on)- Accidental Eccentricity in Y-direction > Negative (on)
- Load Case Name > EYP- Period (Code) > X-Dir. = 0 ; Y-Dir. = 1.2- Scale Factor in Global X = 0- Scale Factor in Global Y = 1- Accidental Eccentricity in X-direction > Positive (on)- Accidental Eccentricity in Y-direction > Positive (on)
- Load Case Name > EYN- Period (Code) > X-Dir. = 0 ; Y-Dir. = 1.2- Scale Factor in Global X = 0- Scale Factor in Global Y = 1- Accidental Eccentricity in X-direction > Negative (on)- Accidental Eccentricity in Y-direction > Negative (on)
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Figure 23 : Input Static Seismic Loads
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Response Spectrum Load
Load > Response Spectrum Analysis Data > Response Spectrum Functions
Design Spectrum
- Design Spectrum > IBC2000 (ASCE7-98)
- Site Class > C- Ss = 1.0- S1 = 0.3
Figure 24 : Response Spectrum Loads
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Load > Response Spectrum Analysis Data > Response Spectrum Load Cases
- Load Case Name > RX- Direction > X-Y- Excitation Angle = 0 (deg.)- Scale Factor (I/R) > 1/8 = 0.125- Period Modification Factor = 1- Function Name (Damping Ratio) > IBC2000(ASCE7-98) (0.05) > (on)
- Interpolation of Spectral Data > Linear (on)- Accidental Eccentricity > (on)- Modal Combination Type > SRSS
- Load Case Name > RY- Excitation Angle = 90 (deg.)- Modal Combination Type > SRSS
Figure 25 : Response Spectrum Analysis
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5. Analysis
Analysis > P-Delta Analysis Control
- Number of Iterations = 5- Convergence Tolerance = 1e-005- P-Delta Combination > Load Case > DL ; Scale Factor > 1
- P-Delta Combination > Load Case > LL ; Scale Factor = 0.25
Analysis > Eigenvalue Analysis Control
- Type of Analysis > Eigen Vectors (on) > Subspace Iteration (on)- Number of Frequencies = 10- Number of Iterations = 20- Subspace Dimension = 0- Convergence Tolerance = 1e-010
Perform Analysis
Figure 27 : P-Delta and Eigenvalue Analysis Control
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6. Design InputResults > Combinations
Concrete Design > Auto Generation
- Option > Add (on)- Design Code > ACI318-02- Scale Up Factor = 1.48 ; RX- Scale Up Factor = 1 ; RY
Figure 28 : Generation of Load Combinations for Concrete Design
Bi-directional combination
needs to be investigated, but
omitted in this tutorial.
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Compare RX (RY) with EX (EY)
RX (RY):
Results > Result Tables > Story > Story Shear (Response Spectrum Analysis)
- Spectrum Load Cases > RX(RS) (on) & RY(RS) (on)- Shear Force (Without Spring)
Figure 29 : Story Shear (Response Spectrum Analysis)
EX (EY):Load > Lateral Loads > Static Seismic Loads
Load Case > EXP > Modify > Seismic Load Profile
- Story Shear (on)
Similarly, select Load Cases EXN, EYP & EYN
Figure 30 : Story Shear (Static Seismic Loads)
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Design > General Design Parameter >Definition of Frame
- X-direction > Unbraced | Sway (on)- Y-direction > Braced | Non-Sway (on)- Design Type > 3-D- Auto Calculate Effective Length Factors > (on)
Figure 31 : Definition of Frame
Design > General Design Parameter > Modify Live Load Reduction Factor
General Tab
- Option > Add/Replace (on)- Applied Components > Axial Force (on)- Top View > Select Window
- Interior columns: Reduction Factor = 0.56
- Edge column: Reduction Factor = 0.69
- Corner column: Reduction Factor = 0.88
Figure 32 : Modify Live Load Reduction Factor
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- Unbraced Length (L, Lb)- Option > Add/Replace (on)- Unbraced Length > Ly=0 ; Lx=0- Laterally Unbraced Length > Do not consider (on)- Select All
- Equivalent Moment Correction Factor (Cm)- Option > Add/Replace (on)- Moment Factor > Calculate by Program (on)- Select All
Figure 34 : Equivalent Moment Correction Factor
Figure 33 : Unbraced Length
Design > Concrete Design Parameter > Design Code
- Design Code > ACI318-02- Apply Special Provisions for Seismic Design > (on)- Select Frame Type > Special Moment Frames (on)
Figure 35 : Concrete Design Code
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Design > Concrete Design Parameter > Strength Reduction Factors- Update By Code
Figure 36 : Strength Reduction Factors
Design > Concrete Design Parameter > Design Criteria for Rebars (Refer Figure 37)
Figure 37 : Design Criteria for Rebars
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Design > Concrete Design Parameter > Modify Concrete Materials
Select material ID #1
Rebar Selection
- Code > ASTM (RC)- Grade of Main Rebar > Grade 60- Grade of Sub-Rebar > Grade 40
Figure 38 : Modify Concrete Materials
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7. Design Output
Design > Concrete Code Design > Beam Design
Sorted by > Member (on)
Figure 39 : Concrete Beam Design
Design > Concrete Code Design > Column Design
Sorted by > Member (on)
Figure 40 : Concrete Column Design
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Design > Concrete Code Design > Wall Design
Sorted by > Wall ID + Story (on)SEL (Select) > WID (Wall ID) = 1 ; Story = 1F
Graphic
Figure 41 : Concrete Wall Design
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Figure 42 : Typical Output of Concrete Wall Design
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8. Construction Stage Analysis
Open Seismic-RC and save as Seismic-RC_Stage.
Switch the Unit System to kips and in.
8.1. Define Time Dependent Material Property
Model>Properties>Time Dependent Material (Creep/Shrinkage)
Name: C4000Code: CEB-FIP
Compressive strength of concrete at the age of 28 days: 4
Notational size of member: 1
Age of concrete at the beginning of shrinkage: 3Type of cement: Normal or rapid hardening cement (on)
Check Creep Coefficient and Shrinkage Strain Graphs.
Figure 43 : Time Dependant Material( Creep/Shrinkage)
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Figure 44 : Add/Modify Time Dependant Material( Creep/Shrinkage)
Figure 45 : Show Time Dependant Material Function
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Model>Properties>Time Dependent Material (Comp. Strength)
Name: C4000
Type: Code (on)
Code: CEB-FIPConcrete Compressive Strength at 28 Days: 4
Cement Types: N, R: 0.25
Figure 46 : Add/Modify Time Dependant Material( Comp Strength)
Figure 47 : Time Dependant Material Comp Strength
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Model>Properties>Time Dependent Material Link
Time Dependent Material Type> Creep/Shrinkage: C4000, Comp. Strength: C4000
Materials: 1:Grade C4000 Selected Materials
Figure 48 : Time Dependant Material Link
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Model>Properties>Change Element Dependent Material Property
Notational Size of Member> Auto Calculate; Code: CEB-FIP
Select All
Check Notational Size of Member from the Table by clicking .
Figure 49 : Change Element Dependant Material Link
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Figure 50 : Element Dependant Material Property Table
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8.2. Compose Construction Stages Using Wizard
Load>Construction Stage Analysis Data>Construction Stage Wizard for Building Structure
LoadCase: DL ; Story Incr.: 1 ; Stage Duration: 7 ; Member Age: 7
Figure 51 : Automatic Generation
Check loads by construction stages.
Display > Load > Floor Load Name
Check Structure, Boundary and Load Groups from Group Tree Menu.
Figure 52 : Construction Stage Wizard for Building Structure
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Figure 53 : Typical Floor Loads
8.3. Enter Construction Stage Analysis Control Data
Analysis> Construction Stage Analysis Control>
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Figure 54 : Construction Stage Analysis Control Data
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8.4. Perform Analysis
Remove P-Delta Analysis Control Data since Construction Stage Analysis and P-Delta Analysis cannot
be executed simultaneously in the current version 7.0.2.
Analysis>P-Delta Analysis Control>
Perform Analysis
8.5. Review Column Shortening Graph
Results>Column Shortening Graph for C.S.
Name: C1
Coordinate Info> X: 0 ; Y: 0
>
Check C1_Creep_Sub ~ C1_Shrnk_Up
Stages> #CS12Y-Axis Option> Story
Up to Casting: Column shortening immediately after casting the slab at the current story
Sub to Casting: Column shortening subsequent to casting the slab at the corresponding storyTotal: Sum of column shortenings for Up to Casting and Sub to casting
Figure 55 : Define Column Data
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Figure 56 : Column Shortening Graph
Save the column shortening graph in a text file format.Right Click > Save Graph as Text
Figure 57 : Column Shortening Graph Text Output