1. June 22, 2006 Tae-Kyou Lee GTSTRUDL User’s Group Annual Meeting 2006
Design and Analysis of Pipe Support Steel Framing System Using GTSTRUDL and Pre/Post Processor Computer Program
June 22, 2006 Tae-Kyou Lee
Thank you for your attending at this presentation.
And I’d like to thank to GTSTRUDL USER’s Meeting for giving me chance to make this presentation.
Let me introduce myself to you.
I’m Lee tae-kyou and work in Korea power engineering company in Seoul. KOREA
Last year we developed a ‘Pipe Support Design Computer program’ named “PSDAP”.
PSDAP is an abbreviation of “Pipe Support Design & Analysis Program”
From now on, I’d like to introduce how to design pipe support in nuclear power plant and functions of PSDAP to you.
The title of this presentation is “Design and analysis of Pipe Steel Framing System Using GTSTRUDL and Pre/Post Processor Computer Program.”

2. Ⅰ. Introduction to Pipe Support Ⅱ. Pipe Support Design
Contents
Ⅰ. Introduction to Pipe Support
Ⅱ. Pipe Support Design
Ⅲ. Concrete Anchorage Design
Ⅳ. PSDAP
Ⅴ . Proposals and Questions
This presentation is composed of 5 contents.
First content is introduction to pipe support. Definition and kinds of pipe support will be explained.
Second one is pipes support design process,
Third one is anchorage design
Forth one is PSDAP
And Questions and proposal will be talked finally.
Please hold your questions till the end of this presentation.

3. Ⅰ. Introduction to Pipe Support
First section is introduction to pipe support

4. <Yonggwang NPP>
There are 20 units of nuclear power plant at 4 sites, in korea. and they generate about mega watts of power.
This is a picture of Younggwang Nuclear power plant in Korea
There are 6 units which generates 1000 mega watts of power for each unit.
<Yonggwang NPP>

5. <Wolsong NPP> This is walsung nuclear power plant.
There are 4 units in wulsoung. And each unit generates 700 mega watts of power.
<Wolsong NPP>

6. Definition of Pipe Support
Ⅰ. Introduction to Pipe Support - 1
Definition of Pipe Support
What is Pipe Support?
A structural system that
transmits supporting loads on
piping systems safely
to the supporting building.
Pipe support can be defined as a structural system of structure that transmit various loads on piping system safely to the building. Usually there are about 12,000 pipe supports in one nuclear power plant unit.

7. Plate and Shell Type Support
Ⅰ. Introduction to Pipe Support - 2
Types of Pipe Supports
Plate and Shell Type Support
Linear Type Support
Component Standard
There are 3 types of pipe supports
One type is ‘Plate and shell type support’ that is fabricated from plate and shell elements. This type of support is normally subjected to a biaxial stress field.
Another type is ‘Linear type support’ that is acting under essentially a single component of direct stress. Examples of ‘Linear type support’ are tension and compression struts, beams and columns subjected to bending, trusses, frames, rings, arches, and cables.
The last type is ‘Component Standard Supports’ that is assembly consisting one or more units usually referred to as catalogue items and generally mass produced.

8. Codes for Pipe Support Design
Ⅰ. Introduction to Pipe Support - 3
Codes for Pipe Support Design
Steel Framing Pipe Support
- ASME Section III Division 1 Subsection NF “Support”
- Korea Electric Power Industry Code(KEPIC) MNF
Embeded Plate & Concrete Expansion Anchors.
ACI 349 Appendix B “Anchorage to Concrete”
ACI 318 Appendix D “Anchorage to Concrete”
In order to design pipe support, adequate codes and standard should be applied.
For steel framing pipe support, ASME Section III Division 1 Subsection NF “Support” and Korea Electric Power Industry Code MNF are used.
For embedded plate and concrete expansion anchors, ACI349 Appendix B “Anchorage to Concrete” is used in designing.
PSDAP was developed according to newly revised ASME NF and ACI349

9. Ⅰ. Introduction to Pipe Support - 4
Codes for Pipe Support Design (Continue)
ASME NF :
Supports
ACI
Anchorage
These pictures show examples of jurisdictional boundaries between pipe supports and building structures
Connection between pipe support steel and building structure, for example, like In-place steel is designed in accordance with NF.
Baseplate, bolts, nuts and concrete anchors of building structure is designed according to ACI 349
Typical Examples of Jurisdictional Boundaries
Between Piping Supports & Building Structure

10. Ⅱ. Pipe Support Design
Second section is pipe support design

11. Pipe Support Design Process in Korea NPP
Walkdown
Pipe Support
Analysis & Design
Sketch & Modeling
Pipe Support Drawing
Check feasibility
Pipe Support 3D CAD Modeling using Support Modeler
Select Embedment Plate
Verify constructivity of piping & supports
Piping Subsystem freeze
- Pipe Support Design : ASME III NF, AISC- ASD
Anchor Design : ACI 349, ACI 318
Weld & Local stress check : AWS D 1.1
ASME NF
2D Microstation
: Support Configuration
3D CAD Model
: Bill of Material, Load & Displacement, Information in title block, etc.
Roughly speaking, pipe support design of nuclear power plant in Korea is composed of 4 steps.
As a first step, with isometric drawings of pipe and pipe stress analysis results we sketch and model pipe support. Feasibility and embedment plate type is considered at this step.
Next step is “Walk-down”. To verify constructivity of pipe support and pipe system, interface among supports, pipe and building structures should be checked. Movability and workability of a worker can be checked also. After ‘Walk-down” piping subsystem is freezed.
Next step is ‘Pipe support analysis and design’. As mentioned before, pipe support is designed according to ASME section III division 1 subsection NF “Support” and AISC-ASD “Specification for structural steel building, allowable stress design and plastic design”, anchor system is designed according to “ACI349” and “ACI348” At this stage, deflection, steel interaction ratio, safety of anchor system, local stress and weld are checked with “PSDAP”.
Weld and local stress of support member is calculated according to “AWS D1.1”
After these 3 step, using 2D microstation and 3D CAD model, drawings are issued.

12. Loads and Load Combinations
Ⅱ. Pipe Support Design - 2
Loads and Load Combinations
Load Condition
Construction
Test
Normal
Severe Environmental Condition
Abnormal
Extreme Environmental Condition
Severe Environmental / Abnormal
Extreme Environmental / Abnormal
In order to design NPP, loads and load combinations at construction and operation step should be considered. Load condition at each step is as followings.
Construction load is expected loads during construction period. Self weight of structure, construction equipments, workers are examples of construction load.
Before operating nuclear power plant, test load should be considered. Hydrostatic test, pressurization test, structural soundness test are examples.
Normal condition load is applied when the nuclear power plant operates without any problem and nature environment is normal.
Severe environmental condition load is applied when the nuclear power plant is operating normally but nature environmental condition is severe. It includes normal condition load and additional environmental load.
At this load condition ‘OBE’ load – here ‘OBE” is an abbreviation of ‘Operating Basis Earth quake’ -, wind and flood load of once a 100 year frequency for seismic category I, once a 50 year frequency for seismic category II are considered.
Abnormal condition is applied when environmental condition is normal but nuclear power plant works abnormally. Accidental pressure, temperature, reaction load and other accidental loads plus normal condition load are considered at abnormal load condition. An explosion, airplane collision and impact of inner missile object can be other accidental load.
Extreme environmental condition is applied when nuclear power plant works normally but environmental condition is extreme. In this case, SSE load-(It’s an abbreviation of safe shut down earthquake.), wind of once a 100 year frequency load containing flying object, probable maximum tsunami flood load and so on are considered.
Severe environmental / abnormal condition load is applied to seismic category class I building when plant works abnormally and environmental condition is severe. In this condition, loads of severe environmental and abnormal condition are considered together.
Extreme environmental / abnormal condition load is applied to seismic category class I and II building when plant works abnormally and environmental condition is extreme. Loads to be considered are same with those of severe environmental/abnormal except that ‘SSE’ load is applied instead of ‘OBE’ load.

13. 2% damping 4% damping <FRS for each damping value >
Ⅱ. Pipe Support Design - 3
Loads and Load Combinations (Continue)
Seismic Loads
2% damping
4% damping
According to elevation and location of support, different g-value should be applied. But for the purpose of designing convenience and expenses cut down, governing g-value of structure at high enough elevation is applied.
Floor response spectrum is used to determine g-value of horizontal and vertical direction. 2% and 4% of critical damping value of ‘OBE’ and ‘SSE’ response spectrum is used as design g-value.
The value 2% and 4% are according to USNRC Reg. Guide 1.61 “Damping values for seismic of NPP”
To determine g-value,
first, define maximum earthquake and minimum source distance
Then predict peak ground acceleration at site and we can scale design spectrum by predicted peak ground acceleration.
With that peak ground acceleration we do seismic analysis.
As a result, we can decide acceleration at a location of a support.
<FRS for each damping value >

14. Loads and Load Combinations (Continue)
Ⅱ. Pipe Support Design - 4
Loads and Load Combinations (Continue)
Frictional Forces (Due to Thermal Movement)
Service Level A Load
Thermal movements greater than 1/16”
F = μ x  (Dead load + Thermal load)
Dead + Thermal
Frictional forces should be considered if thermal movement is greater than one sixteenth inch in service level A load. Frictional forces can be calculated from the equation that frictional force equals coefficient of friction times dead load and thermal load.
Frictional force generates torsion at the member.
Friction Force

15. : Allowable normal Stress
Ⅱ. Pipe Support Design - 5
Allowable Stresses
Normal Stress
Distinct from ASD
: Actual Normal Stress
: Allowable normal Stress
Normal stress is considered according to this equation.
Normal stress is composed of Axial, bending and warping stress.
The sum of each ratio for axial, bending and warping should be smaller than 1.
You can see that the effect of warping is considered at NF code which is different from ASD.

16. : Allowable Shear Stress
Ⅱ. Pipe Support Design - 6
Allowable Stresses
Shear Stress
: Allowable Shear Stress
Distinct from ASD
: Actual Shear Stress
: Shear Force
: Torsion Force
: Torsional Constant
: Shear Area
: Thickness
Shear stress considered according to this equation.
As you can see, shear force and torsion force is considered.
The ratio of actual shear stress to allowable stress should be smaller than 1.
You can see that the effect of torsion is considered at NF code which is not in ASD code.

17. Ⅱ. Pipe Support Design - 7 Maximum Stresses Maximum Stress
Shear stress : 0.95 Fy/
Tensile stress, Bending stress : 0.95Fy
Compression Stress : 2/3 Fcr (Fcr : critical buckling stress)
Allowable stresses specified by AISC specification and ASME code shall be increased by the stress limit factors for each combination, but limited to as indicated at this page.
Ninety five one hundredth times yield stress over root three for Shear stress, Ninety five one hundredth times yield stress for tensile and bending stress, Two third times critical buckling stress for compression stress is the limitation

18. Ⅱ. Pipe Support Design - 8 Allowable Deflection
- Safety-related : 1/16 inch
- Non-safety-related : 1/8 inch
- The deflection and rotation of the building structure
shall not be considered.
Allowable deflection of support applied differently whether the support is installed in safety-related area or non-safety- related area.
Deflection of one sixteenth inch and one eighth inches is allowable for support in safety-related area and in non-safety-related area for each. As supports are assumed to be attached firmly to the building structure, the deflection and rotation of the building structure shall not be considered.
The deflection is considered only to the direction of load on piping system.

19. Local Stress Check (KOPEC Standard)
Ⅱ. Pipe Support Design - 9
Local Stress Check (KOPEC Standard)
Actual Local Stress
Allowable Local Stress
Modification factor for bending Stress
Modification factor for Shear Stress
Actual Axial Stress
Actual Shear Stress
Allowable Stress
Local Stress Check !
To design pipe support, we should consider local stress.
At the connection joint member to member, the local stress can be decided according to this equation.
The modification factors for bending and shear stress can be differently when a member is attached to flange and attached to web.
If actual local stress is larger than allowable stress, hardening plate or larger load capacity member should be used at the connection joint.

20. Ⅲ. Concrete Anchorage Design
From now on, I’ll talk about anchor design.

21. hef Ⅲ. Anchorage Design - 1 Types of Anchor Cast-In-Place Anchor
Post-Installed
Anchors can be categorized into largely 2 groups. One group is Cast-in-place anchor and the other group is post installed anchor.
Cast-in-place anchor is installed before concrete is hardened.(???????)
This type of anchor has bigger load capacity than post installed anchor and more predictable(???) than post-installed anchor. But installation and deciding exact position to be installed are not easy.
Post installed anchor has opposite characteristics to cast-in-place anchor.
This type of anchor has advantages of easy installation and positioning but cost is more expensive, load capacity is less than cast-in-place anchor. Also, sometimes interference with reinforcing bar happens.
Load capacity of anchor system depends on many factors such as effective anchor embedment depth, anchor center-to-center spacing, concrete thickness, concrete tensile strength, distance from center of an anchor shaft to the edge of concrete and so on.

22. Ⅲ. Anchorage Design - 2 Types of Anchor
These pictures show examples usage of anchors.

23. Failure Mode of Anchor System
Ⅲ. Anchorage Design - 3
Failure Mode of Anchor System
Tension Failure of Anchor System
- Anchor Steel Tension Failure
- Concrete Breakout
- Concrete Pullout
- Concrete Side Face Blowout
Shear Failure of Anchor System
- Anchor Steel Shear Failure
- Concrete Pryout
- Concrete Breakout
Roughly speaking, anchor system has 2 kinds of failure modes, One mode is tension failure and the other is shear failure. Tension failure can be divided into 4 types which are anchor tension failure, concrete breakout, concrete pullout and concrete side face blowout. Shear failure can be divided into 3 types which are anchor shear failure, concrete pryout and concrete breakout.

24. Tension – Shear Interaction
Ⅲ. Anchorage Design - 4
Tension – Shear Interaction
Tension - Shear interaction
Here, pi is strength reduction factor. Nu and Nn are factored tensile and nominal tensile loads for each. Vu and Vn are factored shear and nominal shear strengthes.
The shear-tension interaction expression can be expressed as elliptical.
To simplify the elliptical interaction, trilinear interaction shape is used in PSDAP. As a result, the interaction equation can be divided into 3 parts according to value of factored shear and tensile load.

25. Ⅳ. PSDAP
From now on, I’ll talk about PSDAP.

26. Ⅳ. PSDAP - 1 Features of PSDAP
- Design & Analysis Pipe Support According to ASME NF and ACI349
- User Friendly Program Using GUI and New Concept of Beta Angle
- Automatic Execution of GTSTRUDL
- Local Stress Check
- Evaluation of Concrete Anchorage System
From now on, I will explain the features, concept and usage of PSDAP.
PSDAP has features like these
First.
PSDAP design and analyze auxiliary pipe support steel member and anchorage system according to the newly revised ASME NF and ACI349.
Next
As it uses graphic user interface and new concept of beta angle, users can easily design and analysis pipe support and anchorage system. About these functions of PSDAP will be explained more detail soon after.
Next,
PSDAP execute GTSTRUDL automatically twice, first execution is to design pipe support and second execution is to design anchorage system.
Using GTSTRUDL output and dimensions of target and incident member, PSDAP calculates local stresses which GTSTRUDL dose not provide.
finally
Safety of concrete anchorage system can be checked at PSDAP

27. Concept of Pipe Support Design in PSDAP
Input File
Local Stresses
Calculation
&
Pipe Support
Steel Framing Design
Integration of
Pipe Support
Steel Framing
&
Anchor system
Design Results
PSDAP
Generating GTSTRUDL Input File
Calculating Member Forces, Joint
Reactions, Weld Sizes, Deflection and
Auxiliary Member Interaction Ratios
Anchor Design
Non-linear Static Analysis of
Anchor System
Check Anchor Interaction Ratio
Check Plate Interaction Ratio.
Concept of PSDAP
PSDAP is a pre and post processor of GTSTRUDL. The flow of PSDAP is like this
First, input file of PSDAP with file extension “pst” is generated.
Then PSDAP transfer PSDAP input file to GTSTRUDL input file. And execute GTSTRUDL to get member forces, joint reactions, weld sizes, deflections and auxiliary member interaction ratios.
Using these GTSTRUDL results, PSDAP calculates local stresses and design pipe support steel frame.
Next, if pipe support is attached to an embedded plate, PSDAP design anchor system using non-linear static analysis. At this step, GTSTRUDL is executed one more time to design anchor system. PSDAP check anchor and plate interaction ratio.
Finally, PSDAP integrate the result of pipe support steel framing and anchor system design results

28. Concept of Anchorage Design in PSDAP
Input File
Non Linear
Static
Analysis
Using GTSTRUDL
Evaluation of
Anchor
System
Pre-Processor
Generating GTSTRUDL Input File
Generating Non-linear Spring and Distributing Applied Loads to Plate Joint with Constraints
Executing GTSTRUDL
Post-Processor
Calculating eccentricities of anchor load
Evaluation of Anchor System using Anchor Result of GTSTRUDL
The concept of anchorage system design using PSDAP will be explained more detail from now on.
To design anchor system, another input file with file extension “inp” is automatically generated. ‘inp” file contains the shape and material properties of embedded plate, anchors and concrete. Attachment shape, forces and moments at the joint where embedded plate is attached are also indicated in “inp” file.
With these information PSDAP generates GTSTRUDL input file to design anchorage system. GTSTRUDL generate non-linear spring and distribute applied loads to plate joint with constraint.
With these pre-processor, PSDAP perform non-linear static analysis.
At post-processor, with the results of GTSTRUDL, PSDAP evaluates safety of anchor system.

29. Data & Configuration Files
Ⅳ. PSDAP - 4
Inputs of PSDAP
Data & Configuration Files
- KOPEC.DS
Korean Standard rolled shape database file
- PSDAP.CFG
Indicate running path of “GTSTRUDL”, “ULTRA-EDITOR”, “MS-WORD” executing file.
Load Factor and Load Combinations.
- EMBTYPE.TXT
File of embedded plate & anchor properties
.PST
Basic file for pipe support design
.INP
Input file for anchor design
- kvalue.txt
Database file of k1 & k values of member
Inputs of PSDAP
To execute PSDAP, some data files and computer programs are needed. Functions of these files will be explained now.
We made kopec.ds file as a member properties data base file.
PSDAP has a psdap.cfg file as a configuration file that indicates running path of programs that are used in PSDAP. GTSTRUDL, Ultra-editor, and MS-word execution file path should be indicated in psdap.cfg file. “Ultra-editor” is used to display the analysis results. And ‘MS-Word” is used to read user’s manual.
To calculate local stress of W-shape member, k and k1 value are needed. k-value.txt file has these value.
Embtype.txt is database file of embedded plate and anchor properties. User can changes, adds and deletes them.
“.pst” file is input file of PSDAP. Meanings of the contents in “.pst” file will be explained detail at next page.
“.inp”file is an input file to analysis anchor system. From the embedded plate type indicated at “.pst” file and GTSRRUDL result, PSDAP generate “.inp” file for anchor system analysis.
As you can see in this example “.inp” file, it has joint name, embedded type, units, plate properties, anchor coordinates, anchor properties, weld line, loads and concrete properties where embedded plate is located.

30. < PSDAP input file >
Inputs of PSDAP
Let’s see this picture.
This is a real pipe support drawing.
With this drawing, user makes PSDAP input file and analyze the pipe support in the drawing..
< Drawing >
< PSDAP input file >

31. Inputs of PSDAP (Continue)
PIPE SUPPORT NO
JOINT COORDINATES
MEMBER INCIDENCES
WELD
LOADING ‘RO’ / LOADING ‘RA’
LOAD COMBINATION
ANCHOR INFORMATION
From now on, I will explain each contents of input file “.pst”
There are 7 categories in the input file.
PIPE SUPPORT NO
JOINT COORDINATES
Member Incidences
Weld
LOADING ‘RO’ / LOADING ‘RA’
Load Combination
Anchor Information
These are the categories in the input file.
Let’s see more detail on the each categories at the next page.

32. Inputs of PSDAP (Continue)
PIPE SUPPORT NO
Drawing Number
JOINT COORDINATES
- X, Y, Z coordination, type and attached plan of Embedded Plate , target member
- If target member indication was omitted, “PSDAP” asks to input target member.
If a member is welded to building steel structure, user shall indicate the conne
ction type as one of the following 4 examples.
<IPW1> <IPF1> <IPW2> <IPF2>
From now on, I will explain each contents of input file “.pst”
Pipe support number and project name is used as a heading at result file.
Joint coordinates contains X,Y,Z coordination and plan at which the embedded plate is attached. In case target member and incident member can not be automatically decided, user needs to indicate which member is target member at the joint. If not, PSDAP asks which member is target member. In case a member is welded to IP steel, user shall indicate the connection type as one of these 4 examples. Here, “IP” means that at this joint member is attached to IP-steel, next character indicates if the pipe support member is attached to flange or web of the IP-Steel. The last number can be 1 or 2. At the contact surface of two members, if the direction of incident member’s web is parallel with axis of incident member, the last digit is 1 else the last digit is 2.
If connection with IP-steel is not indicated, PSDAP asks to choose the connection type showing these 4 pictures.

33. Inputs of PSDAP (Continue)
Member Incidences
Member number, start & end joint of member, beta angle, member profile name.
Weld
- W shapes : Default Config. No. = 112
- Structural Tubing : Default Config. No. = 154
- User can change the weld configuration with indicating joint No., incident
member No. , weld configuration No. as follows.
ex> Weld
Member incidences
Member number, member start joint, end joint, beta angle and member profile name is indicated at member incidences contents. Either short profile name or long profile name can be used.
W shape and structural tubing has default welding configuration 112 and 154 for each. Weld configuration 112 is welding along outside of top and bottom flange. Weld configuration 154 is welding all around.
User also can decide weld shape with indicating joint number, incident member number and configuration number as you can see in this example. Base plate thickness at welding joint is automatically determined by PSDAP using the thickness of target member’s web or flange. In case of welding at embedded plate, the thickness can be get from the embtype.txt file.
Config. No. :

34. Inputs of PSDAP (Continue)
LOADING ‘RO’ / LOADING ‘RA’
- Loading joint, forces, moments (Global coordination)
-‘RO’ : Reactions of pipe, cable tray, duct supports and ties
-‘RA’ : Accident reactions of Pipe, Cable tray and duct supports and ties.
There are two types of load ‘RO’ and ‘RA’. Joint number where the load is applied, forces and moments are indicated.
Here, ‘RO’ is Reactions of pipe, cable tray, duct supports and ties. This load is used in service level A.
‘RA’ is Accident reactions of Pipe, Cable tray and duct supports and ties.
’ ‘RA’ is used in service level B and D

35. Inputs of PSDAP (Continue)
Load Combination
- Indicate “Service Level” that user wants to analysis.
- More than 2 Service Level can be inputted at once
ex)
LOAD COMBINATION
B,D
- PSDAP applies default load combination as follows.
ANC_A = 1.4(DEAD) + 1.4(RO)         
ANC_B = 1.4(DEAD) + 1.4(RO) + 1.9(OBE) 
ANC_D = DEAD + RA + SSE 
STL_A = DEAD + RO                    
STL_B = DEAD + RO + OBE 
STL_D = DEAD + RA + SSE
User can choose service level that he or she wants to analysis by indicating service level like this example. More than two service level can be analyzed at once.
The load combination and g-value can be changed according to project. In that case user should change them at the ‘PSDAP.cfg’ file. Which load combination and g-value is used is listed at the result file ‘.psd’
Here,
We get the load ‘RO’ and ‘RA’ from piping stress analyze result.
service level A means operating loads
- loads accociated with normal plant / system operating conditions. These loads include operating thermal load plus dead load of the piping system.
Service level B means design loads
- loads associated with normal and upset plant/system operating conditions. These loads include seismic and/or transient loads in addition to operating thermal and dead loads.
And service level D means faulted loads.
- loads associated with faulted plant/system design baisis accident. These loads may include pipe rupture loads, accident thermal or pressure loads, seismic loads or transient loads, in addition to thermal and dead loads.

36. Inputs of PSDAP (Continue)
Anchor Information
- Information of Embedded Plate installation.
- Joint : Joint No. where embedded plate is installed
- Angle : Curved angle of anchor
- FC : Compressive Strength of Concrete(Ksi)
- EDPX : Distance from the center of an anchor to the concrete edge
in “+X” direction
- EDMX : Distance from the center of an anchor to the concrete edge
in “-X” direction
- EDPY : Distance from the center of an anchor to the concrete edge
in “+Y” direction
- EDMY : Distance from the center of an anchor to the concrete edge
in “-Y” direction
- D : Depth of concrete
- DX : Eccentricity of embedded plate in “+X” direction
- DY : Eccentricity of embedded plate in “+Y” direction
- COND : Whether concrete is cracked or not
Anchor information item contains information of embedded plates, anchors and concrete. In case there is interface between anchor and reinforcing bar, anchor should be installed diagonally. That results effective anchor embedment depth shorten. Distance from the center of an anchor to the concrete edge should be indicated. If the distance is long enough not to have effect on load capacity of anchors, the distance can be inputted as zero. Here, the coordinate system of embedded plate will be explained at next page. Dx and Dy mean eccentricities of embedded plate and attached member along direction of X,Y. Whether concrete is cracked or not should be indicated at ‘COND’ item.

37. Inputs of PSDAP (Continue)
+Y Plan
+X Plan
+Z Plan
Inclined member attached to the
embedded plate should be shown
as follows.
ex)
joint X Y Z Emb. type Attached plan
D plan :+X
This picture illustrates how the coordinate system of embedded plate attached plan is defined. When embedded plate is attached at a member, which is parallel to any of three axis of global coordinate system, there is only one plan that the embedded plate can be attached. But, in case of inclined member, there are two plans where the embedded plate can be attached. For example, if a bracing member is installed inclined like this, the embedded plate can be installed plus X plan and minus Y plan. So, in that case, attached plan should be indicated like this example.
The directions of X,Y and Z of embedded plate can be decided supposing that user is inside of the cube with the plus Z plan at his back and looking the embedded plate. The Right side is plus X direction. The Y and Z directions of embedded plate are decided according to the right hand coordinate system. In that coordinate system, the plus Z direction is always tensile direction.
< Definition of Embedded Plate Attached Plan>

38. Ⅳ. PSDAP - 12 Beta Angle of GTSTRUDL
To display member in 3-Dimension exactly, the relationship between global and local coordinate system must be indicated with beta angle.
At GTSTRUDL, beta angle is an angle measured in a plane which contains the cross-section plane of the member as shown this picture. The beta angle is measured relative to a right handed rotation about the positive direction of the member’s local x-axis.

39. Beta Angle of GTSTRUDL (Continue)
Ⅳ. PSDAP - 13
Beta Angle of GTSTRUDL (Continue)
These pictures are examples of beta angle at GTSTRUDL.
<Beta Angle = 0>
<Beta Angle = 90>

40. <Beta Angle = 0> Ⅳ. PSDAP - 14 Beta Angle of PSDAP 1 Dimension
We assumed that most auxiliary pipe support member lies on one of the global X-Y, X-Z,Y-Z plane. So PSDAP adopted a new concept of beta angle.
Beta angle at 1 dimension pipe support frame can be defined as these pictures show.
<Beta Angle = 0>

41. Beta Angle of PSDAP (Continue)
2 Dimension
At 2 dimensions, if web plan of a member is perpendicular to the plan on which support structure is placed, then beta angle is 0. On the other hand, if beta angle is 90 degrees, the web plan of a member is vertical to the plan which the support structure is placed.
<Beta Angle = 0>

42. Beta Angle of PSDAP (Continue)
3 Dimension
Reference Axis = Direction of Bracing (“Y” at following support)
If there is any bracing member that makes support frame 3 dimensional, the beta angle is applied same with that of 2 dimensional structure. Here, reference axis is defined as the normal direction to the plane on which the structure is placed.
<Beta Angle = 0>

43. Ⅳ. PSDAP - 17 Output Files of PSDAP - _STL.GTI
GTSTRUDL Input file for analysis of pipe support auxiliary steel frame.
- _ANC.GTI
GTSTRUDL Input file for analysis of anchor system.
- .SSC
2D(.SSC) and 3D(_3.SSC) graphic file of pipe support.
- .CCD
Result file of anchor system analysis.
- .PSD
Result file of anchor system and pipe support auxiliary steel frame.
6 files are generated as results of pipe support analysis.
2 files are ‘gti’ file. ‘stl.gti’ and ‘anc.gti’ file are GTSTRUDL input file for analysis of auxiliary steel frame and anchor system for each.
2 graphic file is generated with extension named ‘.SSC’ and ‘_3.SSC’ these files are 2 dimensional and 3 dimensional graphic of pipe support.
‘.CCD’ file shows the detail results of anchor system analysis. As you can see at this example CCD file, user can check anchor system geometries, applied loads and reactions of anchors, tensile strength, shear strength and shear-tension interaction ratio.
‘PSD’ file is an integration file of pipe support steel framing and anchor system design results.

44. - G-Value and Load Combinations - Input file
Ⅳ. PSDAP - 18
Outputs of PSDAP
- G-Value and Load Combinations
- Input file
- Max deflection in “X”, “Y”, “Z” direction
- Member interaction ratios
- Local stress & weld result
- Result of anchor and plate analysis
- GTSTRUDL Output
This page displays details of ‘PSD’ file contents
‘psd’ file contains G-value and load combination used in the analysis at the beginning of the file.
‘psd’ also contains input file and connection detail. This detail connection was not initially inputted but automatically generated from the geometric relationship of members.
Locations and values of maximum deflection for each X,Y,Z direction are listed.
This is result of steel interaction ratio at each service level.
Local stresses and weld results are listed here, if local stress interaction ratio is larger than 1 PSDAP prints failure mode.
Result of anchor system analysis display service level, joint number where embedded plate is installed, embedded plate type, interaction ratio of anchor and plate.
‘.psd’ file also contains the outputs of GTSTRUDL including joint forces, joint displacement, reactions at embedded plate, anchor coordinates and anchor reactions.

45. Ⅳ. PSDAP - 19 Execution of PSDAP
Now, let me show you an example execution of PSDAP
You can see 4 menus when you start PSDAP. You can choose a input file by clicking Open menu and selecting input file at the selection window.
PSDAP use ‘Fix-Pin’ warping boundary condition as default. At the ‘End condition’ menu, user can change the warping boundary condition.
Minus Z load on embedded plate acts as compressive load on anchors. If user select absolute Fz, the force acting on anchors become always tensile load with same value. As a result user can analyze the anchor system as anchors are under tensile load. Plus and minus Fz means the actual direction loads on anchors are used to analyze anchor system.
‘PSDAP’ uses plus and minus Fz as default
On help menu, user can read ‘PSDAP’ manual and check version of ‘PSDAP’

46. Execution of PSDAP (Continue)
Users can check result more detail by selecting files
Users can check the shape of pipe support in 2D and/or 3D
At the file menu of brief result summary window, user can open output files mentioned above. By clicking files, users can check result more detail than result summary window.
In the graphic menu, users can check and view the 2 dimensional and 3 dimensional shape of pipe support.

47. Ⅴ . Proposals and Questions
I have some questions in using GTSTRUDL
At this section I’d like to talk about them with you.

48. Warping Boundary Condition
Ⅴ . Proposals and Questions - 1
Warping Boundary Condition
Pin-Fix VS Fix – Pin
- What’s different ?
- Should I decide which end of a member is fixed?
Fix
Pin
Pin
Fix
At GTSTRUDL, warping boundary condition can be specified.
I wonder what’s different b/w fix-pin and pin-fix.
As shown at these pictures, at a joint one end of a member can be fix or pin boundary condition. Then are there any analytical difference b/w these two examples shown at the screen?

49. There are only 2 configurations of member to
Ⅴ . Proposals and Questions - 2
Proposal
There are only 2 configurations of member to
member connection at GTSTRUDL.
 User inputs the thickness of flange or web of a target member as the
thickness of base plate.
GTSTRUDL does not calculate local stress.
This question is about welding.
At the member connection joint where welding is necessary, the member to member connection should be inputted as a plate-member connection. In other words, user inputs the thickness of web or flange thickness of a member as the thickness of a blseplate.
I wonder if it is possible for GTSTRUDL to support member to member connection function.
Next proposal to GTSTRUDL is about local stress.
At next version of GTSTRUDL, I wish the function of calculating local stress at a welding joint could be added.

50. Does GTSTRUDL Consider Base Plate shear Stress?
Ⅴ . Proposals and Questions - 3
Does GTSTRUDL Consider Base Plate shear Stress?
AWS D1.1
Stresses of shear on effective area of weld < 0.3 x Tensile Strength
Stress at base metal net section shear area < 0.4 x Yield strength.
GTSTRUDL
Does GTSTRUDL always use 0.3 x Tensile Strength as allowable stress in connection section ?
Does GTSTRUDL Consider every section from I ~V ?
This question is about welding too.
According to AWS d1.1 stress of shear on effective area of weld and stress at base metal net section shear area is considered. But it seems that GTSTRUDL does not consider shear stress at base metal section.
I wonder if every sections from 1 to 5 shown at this picture is considered in deciding weld size.

51. Thank you
Thank you for listening to my presentation. If you have any question, please feel free to ask questions.