sap - etabs

SAP - Etabs Structural Analysis Program

Extended 3D Analysis of Buildings Systems

Lecturer Department of Civil Eng.. Fayoum U

By: DR. Ahmed M. EL-Kholy

Ahmed M. EL-Kholy Copyright

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1- Schedule

2- SAP ??? Or Etabs ???

3- Examples

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Important Brief Introduction

to Finite Element Method

“FEM” Finite Element Analysis

“FEA” 3

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right click at any joint in SAP or ETABS

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SAP Structural Analysis Program


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Important Brief Introduction

to

SAP 10 Ahmed M ELKholy

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Area Sections ..Define… Section Properties…Area Sections…

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Design Ahmed M. E

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Sign Convention

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Accessing the Help

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Frame Sign Convention

Positive Axial Force & Torque

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Parallel to axis 1 at face+1 Ahmed M

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Positive M3 & V2

23 Compresses face+2 Parallel to axis 2 at face+1

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Positive M2 & V3

24 Compresses face+3 Parallel to axis 3 at face+1

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Shell Sign Convention

Positive Stresses and In-Plane Forces

Forces are per unit length

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Shell Sign Convention

Positive Bending Moments

Moments are per unit length

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Positive M22 & Positive M33 Compress face+3

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Default Colors of faces +3 & -3

Positive Bending Moments

face 6 = face+3 = Red

face 5 = face-3 = Pink

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Degrees of Freedom ..Analyze… Set Analysis Options


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Degrees of Freedom ..Analyze… Set Analysis Options

Any space joint has 6 DOF

Ux Uy Uz Rx Ry Rz2D Frame XZ Plane √ ---- √ ---- √ ----2D Frame XY Plane √ √ ---- ---- ---- √3D Frame √ √ √ √ √ √3D Truss √ √ √ ---- ---- ----2D Truss XZ Plane √ ---- √ ---- ---- ----XY Slab (Vertical Loads) ---- ---- √ √ √ ----XY Slab (Vertical & Horizontal Loads) √ √ √ √ √ √

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Load Patterns, Load Cases, Load Combinations

..Define… Load Patterns…

..Define… Load Cases… ..Define… Load Combinations…


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?Load Patterns, Load Cases, Load Combinations ..Define… Load Patterns…, Load Cases…, Load Combinations

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Load Case

OW

Live

EQ-Static

Flooring

Wind

Wall Weight

EQ-Dynamic

Buckling Moving Load

Temperature

Load Combination

Dead=OW+Flooring+Wall Weight

Work=Dead+Live

Ult=1.4Dead+1.6Live

Load Pattern 1 2 3

Stat

ic L

oad

Cas

es

Lin

er o

r N

on-L

inea

r

Follow Chapter 3 in ECP-RC

……. ……. ……. …… ….... …...

A Load Pattern must be created for every

Static Load Case to enter

the patterns (values & shapes) of

applied loads in the case

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?Load Patterns, Load Cases, Load Combinations ..Define… Load Patterns…

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Load Patterns, ?Load Cases, Load Combinations ..Define… Load Cases…

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Load Patterns, ?Load Cases, Load Combinations ..Define… Load Cases… Flooring (modify/show case)

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Research

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Load Patterns, ?Load Cases, Load Combinations

..EQ Modeling…………

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EQ Modeling

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Static Response Spectrum Time History Analysis

Equivalent Static Load Method

Fb = [ Sd (T) λ / g ] W

Fi = [ hi/Σh ] Fb

EQX - EQY SPECX - SPECY

t

ag

T

Se Sd=Se/R

TB TC TD

(8-2)

(8-3)

(8-4)

(8-5)

(8-11)

(8-12)

(8-13)

(8-14)

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..Define… Load Cases… Modal (modify/show case)

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≥ 90% ECL 2012

item: 8-4-2-6

≥3√n

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..Define… Functions… Response Specturm…

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1

2

4

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..Define… Load Cases… Add New Load Case… Response Spec..

..Define… Functions…

Response Spectrum…

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UBC: 9.81/R

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..Define… Load Cases… Add New Load Case… Response Spec..

..Define… Functions…

Response Spectrum…

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Load Patterns, Load Cases, ?Load Combinations ..Define… Load Combinations…

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Envelope

Dead

Live

Dead + Live “envelope”


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Absolute

Absolute (Dead) Dead

Absolute (Dead) + Dead “Linear” Ahmed M. E

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Steps of Building a SAP Model


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Steps of Building a SAP Model Units

Define… Materials, Sections, Functions, L Patterns, L Cases, L Combinations

New Model

Draw the Structure & Assign Sections

Available DOF

Assign Joint.. Restraints, Constraints, Springs

Assign Frame.. Releases, End Offset, Intersection Points, Output Stations

Assign Area.. Springs

Assign Joint Loads & Frame Loads & Area Loads

Display.. Show Loads & Misc Assignments

Run

Display… Show Deformed Shape

Read Deflections, Forces, Moments….

Check Warnings & Errors in the Log File

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2

3

4

5

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10

11

12

13

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Slide 31~42 Slide 29

Slide 8

Bottom Right Screen

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Alternative 2

Define…………. 5*

5\*

Draw the Structure 4*

Assign Sections 44

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Step 2 New Model …


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Step 3. New Model ..File… New Model…

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Slide 27

Cartesian & Cylindrical

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Step 4* Draw the Model …

Drawing Tools


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Step 4*. Drawing the Model Drawing / Selection / View Tools

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Step 4*. Drawing the Model Drawing / Selection / View Tools ..View… Set 3D View...

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View Direction Angle options: Set these three angles to determine the orientation of the view. These angles can be thought of as describing the location of your eye, looking toward the origin Plan angle: Your location in the X-Y plane, where zero is on the positive X axis, and 90 is on the positive Y axis Elevation angle: Your location above or below the X-Y plane, where zero is on the X-Y plane, and 90 is on the positive Z axis Aperture angle: A measure of how strong the perspective effect is, or how far away you are from the origin. Zero indicates that you are infinitely far away, and all receding lines are parallel (no perspective). A value between 30 and 60 is usually adequate

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Step 4*. Drawing the Model Drawing / Selection / View Tools Training Example

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Z X Y

4 m 4 m

3 m

3 m

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Step 4*. Drawing the Model Using Excel

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Type Name X Y Z USERPOINT 1 2 3 1 Y

Drawing a Joint

Type Name XI YI ZI XJ YJ ZJLINE 1 3 5 0 7 5 0

Drawing a Frame

Type Name NumPoints X1 Y1 Z1 X2 Y2 Z2 X3 Y3 Z3 X4 Y4 Z4AREA 1 4 3 5 0 5 5 0 4.6 8.9 0 1.1 7.2 0

Drawing an Area

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Step 4*. Drawing the Model Using Excel :: Training Example

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7 m

7 m 2.5 m

9 m

Z

X 1

2

3 4

5

1 2

3 4

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Joint Constraints

..Define… Joint Constraints…

..Assign… Joint Constraints…


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Joint Constraints ..Define/Assign… Joint Constraints..

Body

Weld

Equal

Plate

Diaphragm

Rod

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A Body Constraint causes all of its constrained joints to move together as a three-dimensional rigid body. If a large number of these constraints must be created, consider using the weld constraint instead.

A Diaphragm Constraint causes all of its constrained joints to move together as a planar diaphragm that is rigid against membrane (in-plane) deformation. This constraint can be used to model concrete floors . if the Z axis is chosen, this constraint is equivalent to a body constraint in the same coordinate system with translations X and Y and rotation Z chosen.

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Definition of Non Prismatic Section


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Nonprismatic Section ..Define..Section Properties..Frame..Add New..Other..Nonprismatic

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A linear variation in t2 for the rectangular shape would require eivar33=1

A linear variation in t3 for the rectangular shape would require eivar33=3

A linear variation in t3 for the I- shape would re quire eivar33=2

The interpolation of the bending stiffness in the 1-2 plane, i22 × e1, is defined in the same manner by the parameter eivar22

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Nonprismatic Section ..Define..Section Properties..Frame..Add New..Other..Nonprismatic

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Frame Intersection Point Cardinal Point

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Intersection Point ..Assign..Frame..Intersection Point

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Cardinal Point


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Frame End Offset


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End Offset ..Assign..Frame..End Offset

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Examples


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D1

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Example 1 Truss-Frame

10x2.00=20.00 m

Z

X

6 m

1.

5 1.

0

PD=2 t PL=1 t PW=0.3 t

0.24

t/m

0.15

t/m

B1 B2 B3

T1 T2

V2

Steel 37 All truss members are 2Ls 80x80x8 All frame members are HEA 360

DL, LL, WLL, WLR Special Names for chord, vertical & diagonal members


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Example 2 RC-Beam

Z

X 60 cm

2

3

25 cm

1 4 3.5 4.5

DL 3 t/m, LL 0.4 t/m

DL 1.00 t/m LL 0.40 t/m

DL 1.25 t/m LL 0.50 t/m DL 3.0 t

LL 1.2 t

2.5 2.5 1.0 1.0 1.0

Concrete Fcu=300 Kg/cm2

Alive Model & Output Stations


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Example 3 Frame Verification

Modifiers Using Two different alternatives


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Load Case 3: Linear Increase 60 F on the top fiber

Z

X

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Example 4 Beam under Temperature

10 inch 3”

2

3

2” Mater1 E=29000 k/in2

α=0.000065 /F

Load Case 1: Increase 20 F

Load Case 2: Increase 2 F/inch along X-axis 2 60 F

Case1: Temperature=+20 (+ increase) Case2: Define/Assign (Joint Patterns) Temperature=2X+10 Case3: Gradient22=+60/3=+20 (+ increase with local 2)

A

Z

X B


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Z

X

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Example 4 Beam under Temperature

A Z

X B

Case A Case BLoad Case U F

1 Ux=0.0013 Fx=-22.622 Ux=0.00065 Fx=-11.313 Uz=-0.0065 Fz=2.545Ahmed M

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Example 5 Frame under different loads and temperature +Settlement + Inclined Support

Concrete Fcu=350 Kg/cm2

Sec. 3

4 m

3

m

1 m 3 m 3 m 3 m 3 m 2 m

DL LL WL

Utemp NUTemp

Sec. 3 30 cm

60 cm

2

3

30 cm

90 cm

2

3

30 cm

125

cm

2

3

Sec. 2 Sec. 1 Sec. 3

Sec.

2

Sec.

2

DL 3.0 tLL 1.2 t

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60 cm

2

3

25 cm

5-NUTemp Case:: Increase 30 C outside the frame

90 cm

2

3

25 cm

125

cm

2

3

25 cm

1-DL Case 2-LL Case 3-WL Case

4-Utemp Case :: Uniform Increase 20 C

30 C 30 C 30 C

6-Settel Case:: Downward settlement of 1 cm at hinged supportAhmed M

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Example 6 Arch

20.00 m

Y

X

8 m

4

m

10

4 R

-4

R2=102+(R-4)2

3 t/m

Cartesian 2-2-1-20-8-… Cylindrical 2-41-1-14.5-4.5-… & Origin=P Replicate Radial

P=(0,-2.5,0) Ahmed M

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Example 6 Arch

Horizontal Projection Load

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Example 6 Arch

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Example 7 Prestress Beam – Using Tendon Element

Uz=0.165 inch & M=2004 Kip Ahmed M ELKholy

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Flat Slab Example


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Flat Slab Example Flat Slab Modeling ::: 3 Alternatives

H

H H

/2

H/2

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Flat Slab Example Minimum Dimensions

1. ts=15 cm. 2. ts=L/32 for edge spans. 3. ts=L/36 for internal spans. 4. bc=1/20 span. 5. bc=30 cm. 6. bc=1/15 floor height. 7. Edge beam depth ≥ 3ts Ahmed M

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1. Choose carefully & fix (0,0) point in CAD & SAP 2. Mesh 0.25x0.25 ~ 1.0x1.0 m2 3. Align the mesh at the beams lines, building edges

and lines separating different loads areas. 4. A t least one joint must exist in the column C.G. 5. Large columns may be represented by more joints. 6. Avoid triangle and irregular elements shapes as

much as possible 7. Delete the openings. 8. Apply the rules given in slides 4~6 and 19~20. 9. Draw Slabs in CAD & (Col, beams, SW) in SAP 88

Flat Slab Example AutoCAD DXF

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1. Fcu=300 Kg/cm2 2. Slab 22 cm “Isotropic == Material angle=0” 3. Beam B25X70 4. Patterns: OW, Flooring, Wall& LL 5. Cases: Patterns & DL 6. Combinations: Work & Ultimate 7. Flooring=250 Kg/m2 & Walls=350 Kg/m2

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Flat Slab Example Input

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Flat Slab Example Material Angle

Isotropic

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Flat Slab Example Input

Grid 9,10,1

X Spacing 1.82,3.87,2.87,1.63,1.63,2.87,3.87,1.82

Y Spacing 3.38,2.74,1.5,1.31,2.25,1.31,1.5,2.68,3.44


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Flat Slab Example Reactions

Display… Show Forces… Joints Display … Show Tables..

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Flat Slab Example RFT

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Flat Slab Example RFT

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Flat Slab Example RFT Details


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Flat Slab Example RFT Details

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Flat Slab Example Development Length & Embedment Length

1. Item 4-2-5-1 ECP RC Structures 2. Ld ≥ Ld+0.3d from critical section (Column Face

for –M and mid span for +M) 3. Le ≥ d & Le ≥ 0.3d+10Φ

Check Punching 1. q=Qβ/b0d (6-25) ≤ Eq. (4-32-a & 4-32-b & 4-33) 2. β=1.15 for internal columns 3. β=1.30 for edge columns 4. β=1.50 for corner columns

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Flat Slab Example Check Deflection – item 4-3-1-1

1. ΔD+L+Creep ≤ L/250 2. ΔD+L+Creep ≤ L/480 “non structural elements likely to be

damaged by large deflection”

3. ΔL ≤ L/360 4. L? 5. Δ : from SAP or ∫MM/EI 6. Ie must be used for estimating Δ 7. Ie= (Mcr/Ma)3Ig+(1-(Mcr/Ma)3)Ic 8. SAP modifier= Ie/Ig Ahmed M

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Calculation of Deflection According to ACI 318M-05Concrete Compressive Strength (f'c) = Kg/cm2 = MPaConcrete Modulus of Rupture (fr) = MPa (Eq. 9-9)Concrete Modulus of Elasticity (Ec) = MPa (Clause 8.5.1)n (Es/Ec) = (Clause 8.5.2)Section PropertiesThickness of Section (t) = cm Depth of Ten. Reinforcement (d) = cmBreadth of Section (b) = cm Depth of Comp. Reinforcement (d') = cmTension Reinforcement (As) = cm2 Compression Reinforcement (As') = cm2

Span (l) = mNutral Axis Depth (z) = cmGross Moment of Inertia (Ig) = cm4 = mm4

Cracked Moment of Inertial (Icr) = cm4 = mm4

Cracking Moment (Mcr) = N mm = m. t (Eq. 9-8)Service Straining ActionsBending Moment Due to Dead Load only (Md) = m.t = N. mmBending Moment Due to Live Load only (Ml) = m.t = N. mm% of Sustained Load from the Live Load =% of Gross Inertia Used in Calculation =Bending Moment Due to Sustained Load (Msus) = m.t = N. mmCalculated Short Time Deflection (Calculated by total or percentage of gross moment of inertia)Deflection due to Dead Load (Δi)d = cm = mmDeflection due to Live Load (Δi)l = cm = mm

10.00

6.73

1.700

2.66

8.03E+08273066.6780276.33

0.30000.1700

3.000

2.7E+07

100%

5.805.80E+07

50%

6.7E+07

8.00

30.00

2.6E+043.40

7.77

100.0032.0032.00

3.0014.00

Subject

DESIGN CALCULATION SHEET

Building

Batoolof

Checked by

--

Date

Computed bySheet No.

Project No.

_

Approved by

_

300.00

5.40 5.4E+07

2.73E+097.06

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Efffective Moment of Inertia (Eq. 9-7)Under Dead Load Only (Ie)d = cm4 = mm4

Under Sustained Load (Ie)sus = cm4 = mm4

Under Dead + Live Load (Ie)d+l = cm4 = mm4

Modified Short time DeflectionDeflection due to Dead Load (Δi)d = cmDeflection due to Sustained Load (Δi)sus = cmDeflection due to Dead + Live Load (Δi)d+l = cmDeflection due to Live Load (Δi)l = cmAdditional Long Term Deflection (Clause 9.5.2.5)For 5 years or more (Δlong) = cm For 12 months (Δlong) = cmFor 6 months (Δlong) = cm For 3 months (Δlong) = cm

Results-- Flat roofs not supporting and not attached to nonstructural elements likely to be damaged by large defelections:

(Δi)l = cm l/180 = cm-- Floors not supporting and not attached to nonstructural elements likely to be damaged by large deflections:

(Δi)l = cm l/360 = cm-- Roof or floor construction supporting or attached to nonstructural elements likely to be damaged by

large deflections:(Δlong) + (Δi)l = cm l/480 = cm

-- Roof or floor construction supporting or attached to nonstructural elements not likely to be damaged bylarge deflections:(Δlong) + (Δi)l = cm l/240 = cm

< 2.08333

5.5556

4.1667

1.4635

1.4635 <

0.5446

<

2.7778<

0.91887 0.643210.459440.55132

0.30000.51690.8446

2.03E+091.52E+09

273066.67203400.45

151953.891

2.73E+09

0.5446

0.5446

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Flat Slab Example Reactions Slide 88 & Constraint Column Joints

Reactions Slide 88 Constraint Column Joints

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Complex Model

Add to Model from Template

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Complex Examples …Edit.. Add to Model from Template…

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Define, S-Doom R 2.5, Z divisions 6 Origin 10.181, 12.586

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R 2.5, Z divisions 6 Origin 10.215, 7.527

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Slab edge must be aligned with doom bottom edge

at their intersection in DXF stage

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Tanks


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X Y Z

Bearing Capacity

=1.0 Kg/cm2

=10.0 ton/m2

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Tanks …Problem

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Grid 2 2 2 6 4 3

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Tanks …Model

Quick Area

5 Areas

Assign… Area .. Reverse local 3 +3 face out

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Tanks …Model 0.5x0.5 m2

Edit… Edit Areas… Divide Areas …

(0.5x0.5 m2)

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Tanks Define..J Patterns, ..Assign…Joint Patterns

Water Pressure=3-(1)Z

Define Joint Patterns

Assign

Joint Patterns

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Tanks Assign… Area Loads… Surface Pressure


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Tanks Display… Show Loads…Area…Contours

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Tanks Assign…Joints OR Area … Springs Alternative 1:: Area Springs

100 X Bearing Capacity (ton/m2)

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Tanks Assign…Joints OR Area … Springs Alternative 2:: Joint Springs

1

2

3

100 X Bearing Capacity (ton/m2) X 0.5X0.5

100 X Bearing Capacity (ton/m2) X 0.25X0.25

100 X Bearing Capacity (ton/m2) X 0. 5X0.25

All Base Joints

Edge Joints

Corner Joints Ahmed M

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Tanks Run….Unstable!!

Four corner points to get symmetric deformed shape 117

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Tanks Deformed Shape

Uy

Ux

Uz

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Tanks Spring Forces

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Tanks Moments & RFT

M11 Horizontal RFT M22 Vertical RFT

Base RFT, M11 & M22

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Tanks Check Bearing Capcity

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RAFT


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410 ton Mx=My=1100 mt

360 ton Mx=My=1100 mt

290 t 300 t

400 t

110 t

160 t

160 t 160 t 70 t

480 t 230 t

130 t 70 t

110 t

410 t

140 t

100 t

140 t

200 t

60 t

200 t

290 t

190 t

280 t

180 t

240 t

85 t 130 t

140 t

60 t

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RAFT …Problem

DL+LL Column Loads are given in blue

EQ Core Moments are given in Red

Bearing Capacity

=2.0 Kg/cm2

=20.0 ton/m2

Patterns SDL SEX SEY

Cases Patterns+

SEXN SEYN

t=110 cm Fcu=300 Kg/cm2

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RAFT …Patterns, Cases, Combinations, Design M


Cases Patterns+

SEXN SEYN

Combinations SDLEX

SDLEXN SDLEY

SDLEYN

Design SDL

SDLEX SDLEXN SDLEY

SDLEYN

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RAFT …Loads


SDL

SEX

SEY

Load SEX & SEY will be explained in the lecture

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Flat Assignment Due Wednesday 18 Sep

Raft Assignment Due

Thursday 19 Sep

Etabs Assignment Due Sunday 22 Sep 126

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Brief Introduction to

ECL 2012


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Code ECL 2012 ..

… …..

……. 128

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1. Try to avoid triangle and irregular elements shapes as much as possible

2. Choose carefully & fix (0,0) point in Cad & Etabs 3. The mesh should be applicable for continuity of

the columns and shear walls in all floors 4. Check your mesh in Cad many times before

working on Etabs 5. Delete any thing on layer 0 6. Draw Slabs in Cad & (Col, beams, SW) in Etabs

1. Prepare DXF for different floors in Autocad as shown in the given practice in lecture.

Etabs DXF

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7. Large Columns supporting spaced parallel beams may be modeled using area elements.

8. Two alternatives to model the retaining wall.

Etabs DXF

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2-Units

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3- New,… edb

4- Grid, Axes, Story data according your project

Master story & similar stories (F2 is master)

Grid 9,10

X Spacing 1.82,3.87,2.87,1.63,1.63,2.87,3.87,1.82

Y Spacing 3.38,2.74,1.5,1.31,2.25,1.31,1.5,2.68,3.44

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5- Etabs Commands & Icons

5- Options-Window-Change the windows number if you want

One story Similar stories All

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5- Etabs Commands & Icons

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7- Define Design Data and Material (Slab, Columns, Core..) 7- Design data (Options-Preferences-Concrete Frame

Design)

8- Material properties (Define-Material Properties-Concrete 350) according the considered code

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9- Define Wall, Column, Beam, Slab Sections

9- beams…. Define-Frame sections (Add Rectangular) .. Make C30x100, C40x90, B25x60, B12x60

9- slabs…. Define-Wall/Slab/..sections (Add slab, add wall) Make W30, W40, Slb20, Slb22 according the considered code

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9- Define Wall, Column, Beam, Slab Sections

Columns Modifier Ieff=0.7Ig Shear Walls Ieff=(0.70) or 0.50Ig (2008) 0.35Ig(2012) Beams Ieff=0.5Ig (0.35Ig ACI) Slabs Ieff=0.25Ig Chapter 6 in Egyptian RC Code– Ch 8 Egy Code loads These modifier for M1,M2,M12

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10- Import your DXF floors File-Import-DXF floor plan

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قطاعات مبدئية غيرها بعد سحب المودل بالقطاعات الفعلية layer 0امسح اي شىء على Cad & Etabsحدد نقطة صفر واحدة في

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11-Select slabs then, Assign-Shell/Area-Wall/Slab Section-Slb22

المودل بعد سحبه و تغير قطاع البالطة بالقطاع الفعلى

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12- Draw Beams, Col, Shear walls Draw beams, columns, shear walls with exact cross

sections in Etabs

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sections in Etabs

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sections in Etabs

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13- Fix the base points Select the base points and then, Assign-joints-

restraints and choose fixed

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14- Define Diaphragms for floors Menu: Define-diaphragm-D1,D2,D3,D4…..D10

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14- Assign Diaphragms for floors Menu: Select-by story- strory2 Assign-Shell-D2

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After assigning all diaphrams

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15- Mesh Shear Wall Areas 16- Define Static Load Cases 17-Define Response Spectrum Functions 18-Define Response Spectrum Cases 19-Define Load Combinations ??Spectra or not? 20-Assign Loads …D, L, … 21- P-delta Effect/Dynamic Analysis 22- Define Mass source 23- Assign Piers 24- Check model 25- Run Analysis & Check Log File 28- Checks: Mass Ratio, Drift, Overturning & Sliding 29- Read Straining Actions 30- Design

Only for Spectra Method

D, L, Equivalent Static EQ D, L, Equivalent Static EQ ,…Temp, H, Wind, Snow

26- If Spectra Method is utilized, Scale the Base Shear of Spectra Method

to the 0.85 Base Shear of Equivalent Static. …ECL2012 P141

27- Re-Run & Check Log File…

Retaining Wall !!.. Scale level

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15-Mesh (Vertically) Shear Wall Areas ..Two Alternatives

Not meshed Wrong

meshed meshed Correct

1- Bad Alternative Edit… Mesh Areas ….

2-Better Alternative

Assign…Shell/Area… Area Object Mesh Options

meshed meshed Correct

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Load Type SWM Auto Lateral Loads Comment

1 OW Dead 1 Own Wight

2 SID Dead 0 Flooring+Walls+….

3 LN Live 0 ψ=0.25, Table 8-7

4 LG Live 0 ψ=0.5, Table 8-7

5 LGT Live 0 ψ=1.0, Table 8-7

6 EXA Quake 0 User Loads +X dir & Ecc=+0.05

7 EXB Quake 0 User Loads +X dir & Ecc=-0.05

8 EYA Quake 0 User Loads +Y dir & Ecc=+0.05

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16-Static Load Cases..Define..Static Load Cases

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Combination Equation Comment Equ1 SD OW+SID Service Dead (Deflection)2 SL LN+LG+LGT Serivce Live (Deflection)3 SDL OW+SID+LN+LG+LGT Serivce Dead+Live4 UD 0.9OW+0.9SID Ultimated Dead5 UDL 1.4(OW+SID)+1.6(LN+LG+LGT) Ultimated Dead+Live6 UDLEXA 1.12SD+α SL+EXA Ultimate Dead+Live+EX+ECC7 UDLEXAN 1.12SD+α SL-EXA Ultimate Dead+Live-EX+ECC8 UDLEXB 1.12SD+α SL+EXB Ultimate Dead+Live+EX-ECC9 UDLEXBN 1.12SD+α SL-EXB Ultimate Dead+Live-EX-ECC

10 UDLEYA 1.12SD+α SL+EYA Ultimate Dead+Live+EY+ECC11 UDLEYAN 1.12SD+α SL-EYA Ultimate Dead+Live-EY+ECC12 UDLEYB 1.12SD+α SL+EYB Ultimate Dead+Live+EY-ECC13 UDLEYBN 1.12SD+α SL-EYB Ultimate Dead+Live-EY-ECC14 UDEXA 0.9SD+EXA Ultimate Dead+EX+ECC15 UDEXAN 0.9SD-EXA Ultimate Dead-EX+ECC16 UDEXB 0.9SD+EXB Ultimate Dead+EX-ECC17 UDEXBN 0.9SD-EXB Ultimate Dead-EX-ECC18 UDEYA 0.9SD+EYA Ultimate Dead+EY+ECC19 UDEYAN 0.9SD-EYA Ultimate Dead-EY+ECC20 UDEYB 0.9SD+EYB Ultimate Dead+EY-ECC21 UDEYBN 0.9SD-EYB Ultimate Dead-EY-ECC

(3-5)

(3-5)

(3-9)

(3-9)

19-Load Combinations..Define..Load Combinations

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ic L

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Combination Equation Comment Equ22 UDLSpecX 1.12SD+α SL+SpecX Ultimate Dead+Live+SpecX+ECC (3-5)23 UDLSpecY 1.12SD+α SL+SpecY Ultimate Dead+Live+SpecY+ECC (3-5)24 UDSpecX 0.9SD+SpecY Ultimate Dead+SpecX+ECC (3-9)25 UDSpecY 0.9SD+SpecY Ultimate Dead+SpecY+ECC (3-9)

19-Load Combinations …Define..Load Combinations

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Dynamic Load Combinations

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21- Dynamic & P-Δ Parameters …Analyze..Set Analysis Options..

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22- Mass Source …Define..Mass Source..

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24- Check Model …Analyze..Check Model..

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25- Run …Check log file …Analyze.. Run..//// …File..Last Analysis log File

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26- Scale the Base Shear for Spectra Method

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Must be equal to Base Shear estimated manually

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Scale Factor SpecX= Scale Factor SpecX 0.85 Vstatic X

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Scale Factor SpecY= Scale Factor SpecY

0.85 Vstatic Y

* Vdynamic Y

Re-Run !!!

Check Log File Check Base Shear

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28- Check Mass Participating Ratios

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28- Check Drifts

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UDLSpecX UDLSpecY

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28- Check Sliding, Overturning

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23 & 29- Assign Piers, Read Results

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Select Every Column and Assign…Frame….Pier Label

Select Every Wall and Assign…Area….Pier Label

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