GTSUG04-KOPEC

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Analysis Concrete Anchor System with ACI

318/349 appendix using GTSTRUDL andDeveloping Pre/Post processor computer program

June 12, 2004

YoonHo Nam, PE

GTSTRUDL User’s Group Annual Meeting 2004



GTSTRUDL User’s Group Annual Meeting 2004 Analysis Concrete Anchor System with ACI using GTSTRUDL and Developing Pre/Post processor 2

Contents

Functions of Concrete Anchor System

Backgrounds of Study

Characteristics of Analysis

Analytical Model

Developing Computer Program Result of Analysis

Conclusion

Demonstration of program




Functions of Concrete

Anchor system




Functions of Concrete Anchor system

Connecting devices of concrete and steel

structuresConnecting concrete wall and steel beam

Equipment/Pipe supports to concrete

structures




Functions of Concrete Anchor system

Cast in placed Anchor

Headed Studs, Headed Bolts

Post installed Anchor

Sleeve, Wedge type expansion anchor

hef

hef

Cast in place Anchor Post installed Anchor




Backgrounds of Study &

Characteristics of Analysis




Backgrounds of Study

Release to New Method of Design

Concrete Anchor System(ACI349, ACI318) Impossible Application to use existing in-

house program(Having Old Design Code)

Not Applicable Computer OS

Need to Make “NEW” computer Program

with appropriate Design Procedure

One of the “Wish List” at GTSUG 2003




Characteristics of Analysis (by NRC)

NRC Regulatory Conditions for Concrete

Anchor SystemFor Analysis : Calculating Anchor

Reactions Considering Plate Flexibility

(Need FEM Plate Analysis, IEB 79-02)

For Design : Evaluation Concrete cone

capacity according to ACI 349 Appendix

(NRC Reg. Guide 1.199 ,2003)




Characteristics of Analysis (by ACI349)

Failure Mode of Concrete Anchor System

Anchor Failure in Tension and Shear

Ns

Tension Failure

Vs

Shear Failure

u t se S F An N u t se S

F A6 .0 n V





Ncbg Concrete Breakout


Concrete cone strength in Tension

5 .1

ef

'

c b

3

2

1

No N

b 3 2 1

No

N

cb g

h f k N

Condi t ion Crack Concre te for Factor on Modif icat i Th e

Ef fect Edge for Factor on Modif icat i Th e

y Eccen t r i c t Load for Factor on Modif icat i Th e

Ancho r S ingle / G roup of A rea Projected A / A

N A

AN

c 1 1.5 h ef s 1

1 .

5

h e f

1

. 5

h e f

A N






Detail Parameters

) h 5 .1 C i f ( h 5 .1

C 3 .0 7 .0

) h 5 .1 C i f ( 0 .1

ef m in

ef

m in

ef m in 2

T2 T1

T1+ T2

eN'

s/2s/2

C

0 .1

) h 3

e 2 1 (

1

ef

'

N

1

C T T N 2 1 n

c 1 1.5 h ef s 1

1 . 5

h e f

1 .

5

h e f

A N




Npn Concrete Pullout

Nsb

Concrete Side Face Blowout




Condition Crack Concrete fo r Factor on Modificati The Head Anchor of Area A

f 8 AN

4

b rg

'

c b rg 4 p n

Concrete of c e t an Dis Edge C

Head Ancho r of A rea A

f AC 160 N

b rg

' c b rg sb





Concrete Breakout Vcbg


Concrete cone strength in Shear

5 .1

1

'

c o

2 .0

o

b

7

6

No N

b 7 6

No

N

cb g

C f d ) d

l ( 7 V

Condi t ion Crack Concre te for Factor on Modif icat i Th e

Ef fect Edge for Factor on Modif icat i Th e

Ancho r S ingle / G roup of A rea Shear Pro jected A / A

V A

AV

Vcp

Concrete Pryout

5 .1

ef

'

c cb

ef ef cp

cb cp cp

h f k N

in 5 .2 h f or 0 .2 ,in 5 .2 h f or 0 .1 k

N k V





Evaluation Shear-Tension Interaction

2 .1 V

V

N

N

N 2 .0 N an d V 2 .0 V ) 3

OK is V V ,N 2 .0 N ) 2

OK is N N ,V 2 .0 V ) 1

n

u

n

u

n u n u

u n n u

u n n u

2 .1 V

V

N

N

n In teract io Tr i l inear

n

u

n

u

n V 2 .0

n N 2 .0

0 .1 )

V

V ( )

N

N (

n In teract io El l ip t ica l

3

5

n

u 3

5

n

u

n V

n N

u N

u V




Analytical Model




Analytical Model

Plate Model

For calculating Von Meises Stress, usePlate Element having 6-DOF

Welding line is modeled Rigid Plate using

constraint Option for distribution of applied

Load

Expansion Anchor or Stud

use 3-DOF space Frame Members




Plate contacted with Concrete Wall or Slab

use Nonlinear Compression only Spring

Boundary Condition

Restraint for 6-DOF : Anchor SupportRestraint for 3-transmittal DOF :

Connecting Point of Anchor with Plate

Spring Stiffness

Analytical Model




Analytical Model

Typical Isometric Model




Analytical Model

Plate Model and Geometry




Analytical Model

Non Linear Spring Layout




Analytical Model

Plot of NLS Curve '8 '

Displacement (INCHES)

0-100

0

-1e+005

-2e+005

-3e+005

-4e+005

-5e+005

F o r c e ( K I P

S )

Plot of NLS Curve 'EDGE '

Displacement (INCHES)

0-1 1

0

-1e+003

-2e+003

-3e+003

1e+003

2e+003

3e+003

F o r c e

( K I P

S )

Stiffness of Vertical Spring Element Stiffness of Horizontal Spring Element




Analytical Model

Layout of Welding Geometry




Developing Computer

Program




Developing Computer Program

Easy to use Computer Program

Direct making Text Input or Input FileCreated by GUI

Automatic Generating Compression Spring

at each Joint

Distributing Applied Loads to the welding

Line

Automatic execution GTSTRUDL

Evaluation of Concrete & Anchor capacities according to ACI 349/318 App.




Developing Computer Program

Input Fi le

Non Lin ear

Static

Analysis

Using GTSTRUDL Evaluat ion o f

Anchor

System

EPAAD(Pre-Processor)

• Generating GTSTRUDL Input File

• Generating Non-l inear Spring and Distr ibut ing Ap pl ied Loads to Plate

Joint with Cons tra int

• Executing GTSTRUDL

• EPAAD(Post-Processor)

• Calculat ing eccentr icit ies of anchor load

• Evaluat ion of An chor System

usin g Anch or Result of GTSTRUDL

Concept of Computer Program “EPAAD”




Function of Pre-Processor

Embedded Plate Type : C1

H = 12in, W = 12in, T = 1inNo. of Anchor = ø0.75in x 4EA

Anchor Length = 7.625in

Anchor DB

Anchor System Data Base





Define Welding Shape

7 pre-defined welding shape and User defined shape

Welding Shape in Program

Actual Welding





Selecting Anchor from DB

Define Welding Shape

Applied Loads

Basic Input File from program





Program EPAAD

GTSTRUDL Input Files

By Program Anchor System Model

Basic Input File from program




Result of Analysis

Sample of Result

1. Applied : 120K

2. Reactions : 131K

3. VM Stress : 11.8 ksi




Analysis Concrete Anchor System with ACI using GTSTRUDL and Developing Pre/Post processor 31

Function of Post-Processor

Calculate Anchor Reactions (Tension & Shear)

Tension

Steel Strength Concrete Strength

Breakout Pryout

Find Controlled Failure Mode Find Controlled Failure Mode

Find Appropriate Strength Reduction Factor Find Appropriate Strength Reduction Factor

Calculate Design Strength Calculate Design Strength

Check Anchor Strength Interaction Ratio

(Tension, Shear, Combined Tension & Shear)

Check Plate Strength

Shear

Steel Strength Concrete Strength

Pullout Side-face Blowout Breakout

Flow Chart

for

Evaluation

Anchor System

f





Function of Post-Processor

Evaluation of Anchor System

Result Window

Evaluation of Anchor System from program





Result of Analysis &

Conclusion

C i R lt





Comparing Results

Anchor No.

GTSTRUDL In HouseProgram

RATIO Rem.

1 0.773 0.731 1.06

2 0.648 0.674 0.96

3 0.240 0.232 1.03

4 1.311 1.368 0.96

5 0.647 0.674 0.96

6 1.303 1.244 1.05

7 1.310 1.368 0.96

8 0.770 0.731 1.05

Sum 7.002 7.022

Von Mises

Stress3.907 3.904 1.00

Comparing Anchor Reactions

C i R lt





Comparing Results

Contents EPAAD Hand

Calc. Rem

1. Tensile Strength

1) Steel Strength of Fastener in Tension 18.4 18.408

2) Concrete Breakout Tensile Strength 61.8 61.82

3) Fastener Pullout Tensile Strength 33.1 33.134

2. Shear Strength

1) Steel Strength of Fastener in Shear 18.4 18.408

2) Nominal Concrete Pryout Strength 75.6 75.626

3) Concrete Breakout Shear Strength(-Y-dir.) 85.299 85.299

3. Evaluation Results for Anchor

1) Interaction Ratio for Tension (CONCRETE BREAKOUT) 0.252 0.252

2) Interaction Ratio for Shear (CONCRETE BREAKOUT) 0.427 0.427

3) Interaction Ratio for Combined Tension & Shear (<= 1.2) 0.679 0.679

4. Evaluation Results for Plate Bending

1) Maximum Von Mises Stress 3.907 3.907

2) Allowable Bending Stress 32.4 32.4

3) Interaction Ratio for Plate Bending 0.121 0.121

Comparing Concrete Cone Capacities

C l i





Conclusion

The Results of Non Linear Static Analysis

by GTSTRUDL can be applied for Designing Anchor System.

The Results of Study can apply Designing

of Base Mat Structure with Non Linear

Dynamic Analysis.





Demonstration




A l i C t A h S t ith ACI i GTSTRUDL d D l i P /P t

Thank You

GTSUG04-KOPEC

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