9/28/12 www.sefindia.org :: View topic - Calculation of Kz, Ky, Ly and Lz

1/6www.sefindia.org/forum/viewtopic.php?t=9438

www.sefindia.orgSTRUCTURAL ENGINEERING FORUM OF INDIA [SEFI]

Search

Subscriptions Digest Preferences FAQ Search Memberlist Usergroups Register Security Tips Donate

Profile Log in to check your private messages Log in

Calculation of Kz, Ky, Ly and LzGoto page 1, 2 Next

www.sefindia.org Forum Index -> SEFI General Discussion

View previous topic :: View next topic

Author Message

sbarwal1SEFI Regulars

Joined: 26 Jan 2003Posts: 29

Posted: Mon Mar 07, 2011 10:59 am Post subject: Calculation of Kz, Ky, Ly and Lz

Can any one share 3D model with description for calculation of Kz, Ky, Ly and Lz based on

Alignment chart?

I always have problem with it.

For reference I have attached one shelter model in *.txt format

Regards,

Sandeep.

chemical storage shelter.txt

Description:

Download

Filename: chemical storage shelter.txt

Filesize: 37.84 KB

Downloaded: 332 Time(s)

Back to top

suresh_sharmaSEFI Stars

Joined: 23 Mar 2011Posts: 602

Posted: Sun Apr 10, 2011 7:22 pm Post subject:

To my knowledge, no body is assigning Ky, Kz, Ly and Lz to the model in Staad Pro with clear

conception. If you have some idea even if cryptic let me know to expand the same further. To my

vague knowledge the mdel requires to be analysed for determining Ky and Kz. Ly and Lz needs

to be assigned to each member as known to the designer. The above command pertains to the

column member only.

Back to top

debayanWise Person

Joined: 25 Jul 2008Posts: 79

Posted: Mon Apr 11, 2011 8:57 am Post subject:

@Suresh Sharma :- Only Ky and Kz are column parameters, Ly and Lz are parameters which are

to be given for each and every member which have these values other than their default length.

@sbarwal1:- I do agree it is confusing, but this is one of the most fundamental propeties that

have to be assigned to STAAD and we better get comfortable with it whether we like it or not! I

am sure after doing a few structures in STAAD you will more comfortable with it.

All parameters like Ly, Lz and Ky, Kz are to be assigned based on local axis of the member. Not

the STAAD global axis. If you want to see your member local axis, please press Shift+o (letter o,

not digit zero).

Like 7.8k Send

9/28/12 www.sefindia.org :: View topic - Calculation of Kz, Ky, Ly and Lz

2/6www.sefindia.org/forum/viewtopic.php?t=9438

Please refer attached sketches for Ly and Lz

In your case, lets take column on support node no 2. For I sections minor axis is always Ly and

major axis is always Lz.

Lz:- Member no 719 and 720 is breaking the major axis of the column at 1.09 and 5.76 m

respectively.

Ly :- Member no 27 and 66 are breaking the mainor axis of the column at 2.09 and 4.76 m

respectively.

Pls note member no 604 cannot be considered as a restraint.

Therefore

Member no 320 :- Ly = 2.09 m and Lz = 1.09 m

Member no 22 :- Ly = 2.09 m and Lz = 5.76 m

Member no 738 :- Ly = 4.76 m and Lz = 5.76 m

Member no 750 :- Ly = 4.76 m and Lz = 5.76 m

For Ky, Kz

Ky and Kz are effective length parameters which depend from code to code. Generally for indian

codes it depends on the type of restraint you have. So you can refer that and the application

procedure is same as for Ly and Lz.

Hope it is clear. Refer the sketches when you are reading this. I am sure it will be clear.

Please let me know if it is not clear to you still

Regards,

Debayan

Lz.pdf

Description:

Download

Filename: Lz.pdf

Filesize: 21.88 KB

Downloaded: 425 Time(s)

Ly.pdf

Description:

Download

Filename: Ly.pdf

Filesize: 21.82 KB

Downloaded: 311 Time(s)

Back to top

suresh_sharmaSEFI Stars

Joined: 23 Mar 2011Posts: 602

Posted: Mon Apr 11, 2011 10:54 pm Post subject:

I could now understand what you mean to convey about Lx and Ly but how can the Kx and Ky

factor be determined. Please clarify.

I also suppose that Lx and Ly are not required to be assigned when they are same both in Local

x and local y direction. Is it ok. Because the software will consider the default value which is as

good as actual value.

Back to top

suresh_sharmaSEFI Stars

Joined: 23 Mar 2011Posts: 602

Posted: Mon Apr 11, 2011 11:10 pm Post subject:

Lx and Kx should be considered as Lz and Kz in my above reply.

Back to top

9/28/12 www.sefindia.org :: View topic - Calculation of Kz, Ky, Ly and Lz

3/6www.sefindia.org/forum/viewtopic.php?t=9438

Back to top

RamakrishnaGeneral Sponsor

Joined: 14 Nov 2009Posts: 51

Posted: Tue Apr 12, 2011 9:58 am Post subject: Calculation of Kz, Ky, Ly and Lz

THis clarifies me. I have a doubt. As per IS code we have to define Ley and Lez. Ley=Ly*Ky and

Lez=Lz*Kz. Is it correct?

Regards

Ram

--- On Mon, 4/11/11, debayan <forum@sefindia.org> wrote:

Quote:

From: debayan <forum@sefindia.org> Subject: [SEFI] Re: Calculation of Kz, Ky, Ly and Lz To: general@sefindia.org Date: Monday, April 11, 2011, 8:57 AM

@Suresh Sharma :- Only Ky and Kz are column parameters, Ly and Lz are parameters whichare to be given for each and every member which have these values other than their defaultlength.

@sbarwal1:- I do agree it is confusing, but this is one of the most fundamental propeties thathave to be assigned to STAAD and we better get comfortable with it whether we like it or not! Iam sure after doing a few structures in STAAD you will more comfortable with it.

All parameters like Ly, Lz and Ky, Kz are to be assigned based on local axis of the member.Not the STAAD global axis. If you want to see your member local axis, please press Shift+o(letter o, not digit zero).

Please refer attached sketches for Ly and Lz

In your case, lets take column on support node no 2. For I sections minor axis is always Ly

and major axis is always Lz.

Lz:- Member no 719 and 720 is breaking the major axis of the column at 1.09 and 5.76 mrespectively.

Ly :- Member no 27 and 66 are breaking the mainor axis of the column at 2.09 and 4.76 mrespectively.

Pls note member no 604 cannot be considered as a restraint.

Therefore

Member no 320 :- Ly = 2.09 m and Lz = 1.09 m Member no 22 :- Ly = 2.09 m and Lz = 5.76 m Member no 738 :- Ly = 4.76 m and Lz = 5.76 m Member no 750 :- Ly = 4.76 m and Lz = 5.76 m

For Ky, Kz

Ky and Kz are effective length parameters which depend from code to code. Generally forindian codes it depends on the type of restraint you have. So you can refer that and theapplication procedure is same as for Ly and Lz.

Hope it is clear. Refer the sketches when you are reading this. I am sure it will be clear.

Please let me know if it is not clear to you still

Regards, Debayan

Posted via Email

Back to top

suresh_sharmaSEFI Stars

Joined: 23 Mar 2011Posts: 602

Posted: Tue Apr 12, 2011 2:08 pm Post subject:

I believe your conception about Lez = Kz X Lz is correct but please but let me know how shall I

work out Kz? my vague conception is that I will have to take the help of beta1 and beta2

mentioned in IS 456 and IS 800. Please clarify. Is it possible to work out K factor with Staad?

9/28/12 www.sefindia.org :: View topic - Calculation of Kz, Ky, Ly and Lz

4/6www.sefindia.org/forum/viewtopic.php?t=9438

Back to top

bijay sarkarSEFI Stars

Joined: 14 Dec 2009Posts: 258

Posted: Tue Apr 12, 2011 3:46 pm Post subject:

Dear Er Suresh Sharma & Others,

In Staad, effective length parameters for each and every member are to be given as input along

with other design parameters. Say, a beam member is pin connected at both ends with columns.

As per prevailing method, we consider centre to centre of the beam as its effective length in the

major axis, if there is no vertical bracing supporting the beam from underneath. Therefore Leff-

Zaxis = Column Centre to Column Centre = 6M say. i.e. Lz = 6

Now say one secondary floor beam is connected to this main beam at centre. Therefore, Leff-

Yaxis = 0.5 * 6 = 3M. i.e. Ly = 3

Now as the beam is shear connected at ends, we consider, there is no torsional resistance at

ends. i.e. UNL = 6

These three parameters so far the effective lengths of the members are concerned (i.e. Lz, Ly

and UNL as per Staad 2006) are required in Staad as input.

You can directly put these length parameters as Lz, Ly, UNL and also u can put these parameters

indirectly through Kz, Ky, UNF.

Now, how to calculate these Kz, Ky, UNF. Here staad model comes into play. As during creation of

the secondary beam, a node has been created at mid length, you should be cautious about that

node in defining Kz, Ky, UNF.

If someone do not provide these parameters, staad takes node to node distance as the Lz, Ly,

UNL. It means that default values of these parameters are Lz = 3M, Ly = 3M, UNL = 3M. If we

intend these parameters changed as required for actual case, we are to provide multiplication

factors which are Kz, Ky, UNF. Therefore, Kz = 2, Ky = 1, UNF = 2. Many of the design engineers

are not considering this kind of node creation. This is a software oriented problem which must be

taken care of.

Input Parametrs : Lz = 6, Ly = 3, UNL = 6

Or, Kz = 2, Ky = 1, UNF = 2

Or, Combination of these.

regards,

bijay sarkar

Back to top

sbarwal1SEFI Regulars

Joined: 26 Jan 2003Posts: 29

Posted: Tue Apr 12, 2011 3:57 pm Post subject:

I have a basic question. Kz is about or along local z axis of column?

As in staad manual:

Kz : K value in local Z axis- Usually major axis

And

9/28/12 www.sefindia.org :: View topic - Calculation of Kz, Ky, Ly and Lz

5/6www.sefindia.org/forum/viewtopic.php?t=9438

LZ: Length to calculate slenderness ratio for buckling about local Z axis.

Back to top

bijay sarkarSEFI Stars

Joined: 14 Dec 2009Posts: 258

Posted: Tue Apr 12, 2011 4:02 pm Post subject:

Kz is a factor of Lz. The other factor of Lz is the default value of staad i.e. Node to Node distance.

Kz is about local Z - axis.

regards,

bijay sarkar

Back to top

Display posts from previous: All Posts Oldest First Go

www.sefindia.org Forum Index -> SEFI GeneralDiscussion

All times are GMT + 5.5 Hours

Goto page 1, 2 Next

Page 1 of 2

Translation: Translate topic Go

Jump to: SEFI General Discussion Go

You cannot post new topics in this forumYou cannot reply to topics in this forum

You cannot edit your posts in this forumYou cannot delete your posts in this forum

You cannot vote in polls in this forumYou cannot attach files in this forumYou can download files in this forum

© 2003, 2008 SEFINDIA, Indian Domain Registration

Hani Harish Eldhose Umesh Rupesh Santhoshv asuPadmakar Manjunath Jawad A nu Justin Shrushanth Suresh

Structural Engineering Forum of India on Facebook

7,842 people like Structural Engineering Forum of India.

Like

9/28/12 www.sefindia.org :: View topic - Calculation of Kz, Ky, Ly and Lz

1/4www.sefindia.org/forum/viewtopic.php?t=9438&postdays=0&postorder=asc&start=10&sid=087d8bee…

www.sefindia.orgSTRUCTURAL ENGINEERING FORUM OF INDIA [SEFI]

Search

Subscriptions Digest Preferences FAQ Search Memberlist Usergroups Register Security Tips Donate

Profile Log in to check your private messages Log in

Calculation of Kz, Ky, Ly and LzGoto page Previous 1, 2

www.sefindia.org Forum Index -> SEFI General Discussion

View previous topic :: View next topic

Author Message

suresh_sharmaSEFI Stars

Joined: 23 Mar 2011Posts: 602

Posted: Tue Apr 12, 2011 8:46 pm Post subject:

Now I come to the conclusion after going into the posting of Mr. Sarkar that Kz and Lz have

nothing to do with slenderness ratio or effective length factor.

Back to top

bijay sarkarSEFI Stars

Joined: 14 Dec 2009Posts: 258

Posted: Tue Apr 12, 2011 9:00 pm Post subject:

No No...

Kz, Ky, UNF are effective length factors and Lz, Ly, UNL are effective lengths. Only one set of data

are to be provided in staad...either factors or Eff. lengths. If u provide factors, staad will itself

calculate the effective lengths for further calculation of the slenderness ratio of the member.

If you provide effective lengths Lz, Ly, UNL then staad will simply calculate the slenderness ratio

of the member for calculating the permissible stress of the member for design verification.

regards,

bijay sarkar

Back to top

suresh_sharmaSEFI Stars

Joined: 23 Mar 2011

Posts: 602

Posted: Tue Apr 12, 2011 11:51 pm Post subject:

Mr. Sarkar, do you mean to say that Ly and Lz which in majority of the cases are node to node

distance are the effective length of the member for the purpose of design in compression but IS

456 utlises sway and non sway definition coupled with Beta1 and beta2 factors for determning

effective length factor. In majority of the sway frames the effective length factor will work out to

more than 1. In fact the minimum value of the factor for the sway frame is 1. If this is the case

then Staad is not considering effective length for design in the true spirit of the code.

Back to top

bijay sarkarSEFI Stars

Joined: 14 Dec 2009Posts: 258

Posted: Wed Apr 13, 2011 7:57 am Post subject:

As the discussion was going on based on a staad file of steel structure, my all above postings are

related with steel structures where effective length factors may be less than 1 such as truss

members and bracing members. It depends on end fixity condition of the member. In steel

structure, i have not found any engineer to calculate it from Beta1 and Beta2 which are

cumbersome. Before Beta1 and Beta2, we are to decide which structure is a sway frame & which

Like 7.8k Send

9/28/12 www.sefindia.org :: View topic - Calculation of Kz, Ky, Ly and Lz

2/4www.sefindia.org/forum/viewtopic.php?t=9438&postdays=0&postorder=asc&start=10&sid=087d8bee…

cumbersome. Before Beta1 and Beta2, we are to decide which structure is a sway frame & which

one is a non-sway frame. In case of columns, this factor is considered greater than unity in the

direction of moment frame which is assumed as sway frame direction. In the braced direction, it is

assumed as unity i.e for non-sway frame.

regards,

bijay sarkar

Back to top

debayanWise Person

Joined: 25 Jul 2008Posts: 79

Posted: Wed Apr 13, 2011 8:40 am Post subject:

Some people have the habit of giving one length only, which they usually give by multipliying the

kx or kz factor along with the actual length.

That is absolutely permissible provided you don't ge confused.

Personally I feel it is better to give Ly, Lz seperate and Ky, Kz seperate just because it is easy for

someone to verify if the particular STAAD file is given to someone for checking.

Back to top

debayanWise Person

Joined: 25 Jul 2008Posts: 79

Posted: Wed Apr 13, 2011 8:51 am Post subject:

@Suresh Sharma:- Actually I have yet to work thoroughly on the new IS code. It is based on limit

state method, so it might have a new method to calculate Ky and Kz. But I clearly remember in

the older code the Max value of K was 2 (for cantilever members).

But if you go according to AISC or BS codes you can have K values greater than 2 and that too for

non-cantilever members. Actually in these codes they calculate the total rotational stiffness of the

joint based on the column stiffness and the stiffnesses of the members framing into it. That, I feel

gives a far accurate picture.

Anyways, lets not get confused and you stick to the code that you are following at present.

K factor cannot be calculated in STAAD. That is a input parameter which has to be given in STAAD

or else it will take the default value as 1 which can have disastrous consequences.

Back to top

suresh_sharmaSEFI Stars

Joined: 23 Mar 2011Posts: 602

Posted: Wed Apr 13, 2011 9:19 pm Post subject:

The factors beta1 and beta2 are applicable even to steel structures for determining effective

length factor of sway and non sway frames In this connection please refer to Fig C1 and C2 of

appendix C of IS 800 -1984. Similar clause is also in IS 800-2007. Under the circumstances please

guide me as to how to go about it. One of my fellow designer has told me that he used to

determine effective length factor with the help of beta1 and beta2 during his previous

assignment and that his company had developed an Excel sheet for working out effective length

factor based on beta1 and beta2

Back to top

JVCSNLSEFI Stars

Joined: 26 Jan 2003Posts: 124

Posted: Wed Apr 13, 2011 10:04 pm Post subject:

Dear All, Please refer to following definitions: <xml><o> </o>

1. Ly : Unsupported Length in local Y axis – for a column modelled in STAAD it is Cleardistance between beams parallel to local Z direction, the distance being Top of lower sideelement and bottom of upper element 2. Lz : Unsupported Length in local Z axis – for a column modelled in STAAD it is Cleardistance between beams parallel to local Y direction, the distance being Top of lower sideelement and bottom of upper element 3. KY : Effective Length Factor for calculation of slenderness in Y axis

4. KZ : Effective Length Factor for calculation of slenderness in Z axis

5. Ley : Effective Length in Y Axis = KY x LY

9/28/12 www.sefindia.org :: View topic - Calculation of Kz, Ky, Ly and Lz

3/4www.sefindia.org/forum/viewtopic.php?t=9438&postdays=0&postorder=asc&start=10&sid=087d8bee…

5. Ley : Effective Length in Y Axis = KY x LY 6. Lez : Effective Length in Z Axis = KZ x LZ

Ley and Lez are the end results that matter the member most, which is multiplication of K and Lin appropriate direction. They are design parameters required for design of elements and notused in analysis. These parameters are necessary to calculate the slenderness ratio of member, which is veryimportant parameter for strength of compression members. Hence, these parameters areapplicable to columns or beam-columns. Whether it is steel or concrete column, the purposeof these parameters is to appropriately consider the compression capacity of the elementunder design. Basically, effective length is the distance between two points between which the compressionmember buckle. For example, in case of column fixed at both ends, the buckling will occurbetween 0.7m length (portion near ends not buckled). In case of cantilever, the same is 2(two)as the first point is at fixed end and the second point is at imaginary end which is mirror fromfree end. Effective length factor for braced (non-sway) frame is less than unity. For un-braced (swayframe) frame it is greater than unity. To calculate the effective length factors one has tounderstand the buckling phenomena. The buckling of member depends on its rotationalstiffness at each end. The rotational stiffness is calculated based on stiffness of columnelement and end condition of beam elements at column ends. The terms beta1 and beta2represent the stiffness of beam column element at two ends of compressionmembers. Buckling analysis an eigen value problem and difficult to solve manually and hence,Wood has suggested such simplified charts in early seventies. Hence, if you can calculate the rotational stiffness of joint at both ends, whether it is steel orconcrete, effective lengths can be calculated. For a multi-storeyed steel structure havingmoment connections at floors, the calculation of effective length factors is very important and

is being done. Also, for crane columns, the same is very important in case of heavier cranes asstepped column is a non prismatic member and its buckling behaviour is quitecomplex. According to my experience, the effective length factor of such crane columns inmajor axis is as high as 5. For concrete structures, Ley and Lez are required to calculate the type of column in particulardirection and do needful for the slenderness effects in particular direction. <o> </o>

In actual 3D models, the physical members are divided at many node points to form thegeometry of the structures. The members between such nodes can be termed as analyticalmembers. Usually, the programs do not identify the physical members unless they are definedusing these parameters. ETABS and SAP do have some features, whereby it calculates theappropriate length in each direction. STAAD do have option of physical member modelling. For design of steel beams in STAAD, the factor UNL is unsupported length to calculate thebending stress (based on lateral torsional buckling) and shall not be confused with Ly or Lzwhich are used for calculation of compressive stresses. For more on the buckling and effective lengths, one may refer the paper published by Wood inthe Structural engineer in seventies and book theory of elastic stability by Timoshenko. <o> </o>

Regards, Jignesh Chokshi

Back to top

suresh_sharmaSEFI Stars

Joined: 23 Mar 2011Posts: 602

Posted: Thu Apr 14, 2011 7:15 am Post subject:

Mr.Chokshi,

Now I understand from your posting that ELY and ELZ factor has to be detrmined as per Beta1

and Beta2 factor laid down in IS 456 and based on this input Staad will calculate l/r ratio

otherwise Staad will take into account the default value which will be erroneous. Am I correct?

Back to top

JVCSNLSEFI Stars

Joined: 26 Jan 2003Posts: 124

Posted: Thu Apr 14, 2011 7:30 pm Post subject:

Dear Suresh,

Your understanding is correct. You need to provide necessary input (k and L) to calculate effective

lengths.

9/28/12 www.sefindia.org :: View topic - Calculation of Kz, Ky, Ly and Lz

4/4www.sefindia.org/forum/viewtopic.php?t=9438&postdays=0&postorder=asc&start=10&sid=087d8bee…

I also suggest that after you perform design in any commercial software, you also check one or

two designs manually for understanding and validating the design inputs.

Regards,

Jignesh Chokshi

Back to top

Display posts from previous: All Posts Oldest First Go

www.sefindia.org Forum Index -> SEFI GeneralDiscussion

All times are GMT + 5.5 Hours

Goto page Previous 1, 2

Page 2 of 2

Translation: Translate topic Go

Jump to: SEFI General Discussion Go

You cannot post new topics in this forumYou cannot reply to topics in this forum

You cannot edit your posts in this forumYou cannot delete your posts in this forum

You cannot vote in polls in this forumYou cannot attach files in this forumYou can download files in this forum

© 2003, 2008 SEFINDIA, Indian Domain Registration

A nu Justin Saswata Hesham A rsalan Murugan Jay deep Hani V inay Jawad Er Bharat Gurdeep Santosh

Sandeep Eldhose Rupesh Edw in Santhoshv asu A bhishek Jignesh Harish Deepak Mukul Sutjapan Padmakar Parth

Structural Engineering Forum of India on Facebook

7,843 people like Structural Engineering Forum of India.

Like

Facebook social plugin

tsunami LoanSafe - $100 Million Invested by FEMA for Post-Tsunami Disaster Relief for American ...pinalakas ng

earthquake KTVL - Seismologists report earthquakes in Alaskapinalakas ng

Software licensed to KEPCO-ENC

Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

1

Ly and Lz

23-Aug-10

16-May-2013 09:33 Structure1.std

Print Time/Date: 16/05/2013 09:55 Print Run 1 of 1 STAAD.Pro for Windows 20.07.04.12

809

719

876

320 = 1.09 m

804

873

27

22 = 1 m

813

738 = 1.61 m

814

874

604

798

720

750 = 3.15 m

66

306

351

150

2

116

337

19

307

266

313

153

6

LY & LZ

3D Rendered View

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

STAAD SPACESTART JOB INFORMATIONENGINEER DATE 23-Aug-10END JOB INFORMATIONINPUT WIDTH 79SET NL 100UNIT METER KNJOINT COORDINATES1 0 0.45 0; 2 0 0.45 12; 3 12 0.45 0; 4 12 0.45 12; 6 0 7.3 12; 7 12 6.3 0;8 12 7.3 12; 11 6 6.3 0; 12 6 7.3 12; 18 0 1.54 0; 19 0 2.54 12; 20 12 1.54 0;21 12 2.54 12; 24 6 1.54 0; 25 6 2.54 12; 45 6 0.45 0; 46 6 0.45 12;47 18 0.45 0; 48 18 0.45 12; 49 18 6.3 0; 50 18 7.3 12; 53 18 1.54 0;54 18 2.54 12; 56 24 0.45 0; 57 24 0.45 12; 58 24 6.3 0; 59 24 7.3 12;62 24 1.54 0; 63 24 2.54 12; 65 30 0.45 0; 66 30 0.45 12; 67 30 6.3 0;68 30 7.3 12; 71 30 1.54 0; 72 30 2.54 12; 74 36 0.45 0; 75 36 0.45 12;76 36 6.3 0; 77 36 7.3 12; 80 36 1.54 0; 81 36 2.54 12; 83 42 0.45 0;84 42 0.45 12; 85 42 6.3 0; 86 42 7.3 12; 89 42 1.54 0; 90 42 2.54 12;93 12 6.8 5.98; 94 6 6.8 5.98; 95 18 6.8 5.98; 96 24 6.8 5.98; 97 30 6.8 5.98;98 36 6.8 5.98; 116 0 1.54 12; 117 42 1.54 12; 150 3 2.54 12; 153 3 7.3 12;154 9 2.54 12; 157 9 7.3 12; 158 15 2.54 12; 162 27 2.54 12; 164 33 2.54 12;166 39 2.54 12; 168 3 1.54 0; 170 9 1.54 0; 172 15 1.54 0; 174 21 1.54 0;176 27 1.54 0; 178 33 1.54 0; 180 39 1.54 0; 183 39 6.3 0; 185 33 6.3 0;187 27 6.3 0; 189 21 6.3 0; 191 15 6.3 0; 193 9 6.3 0; 195 3 6.3 0;197 15 7.3 12; 199 21 7.3 12; 201 27 7.3 12; 203 33 7.3 12; 205 39 7.3 12;206 3 6.8 5.98; 207 9 6.8 5.98; 208 15 6.8 5.98; 209 21 6.8 5.98;210 27 6.8 5.98; 211 33 6.8 5.98; 212 39 6.8 5.98; 263 0 6.3 0; 265 0 4.15 0;266 0 4.15 11.25; 268 6 4.15 11.25; 269 12 4.15 12; 270 12 4.15 11.25;272 18 4.15 11.25; 274 24 4.15 11.25; 275 30 4.15 12; 276 30 4.15 11.25;278 36 4.15 11.25; 281 0 4.15 0.75; 282 6 4.15 0; 283 6 4.15 0.75;284 12 4.15 0; 285 12 4.15 0.75; 286 18 4.15 0; 287 18 4.15 0.75;288 24 4.15 0; 289 24 4.15 0.75; 290 30 4.15 0; 291 30 4.15 0.75;292 36 4.15 0; 293 36 4.15 0.75; 294 42 4.15 0; 299 42 6.8 6; 300 0 6.8 6;301 0 0.45 6; 302 42 0.45 6; 303 0 1.54 6; 304 42 1.54 6; 305 0 1.54 3;306 0 1.54 9; 307 0 7.05 9; 308 0 6.55 3; 309 42 1.54 3; 310 42 1.54 9;311 42 7.05 9; 312 42 6.55 3; 313 0 4.15 12; 314 6 4.15 12; 315 18 4.15 12;316 24 4.15 12; 317 36 4.15 12; 318 42 4.15 12; 333 18 3.19 12; 334 24 3.19 12;336 21 3.19 12; 337 3 4.87 12; 338 9 4.87 12; 339 15 4.87 12; 340 27 4.87 12;341 33 4.87 12; 342 39 3.87 0; 343 33 3.87 0; 344 27 3.87 0; 345 15 3.87 0;346 9 3.87 0; 347 3 3.87 0; 348 39 4.87 12; 349 21 5.195 12; 350 21 3.87 0;351 0 4.27 9; 352 0 4.02 3; 355 42 4.15 6; 356 40.5 4.15 6; 357 42 2.65 6;358 40.5 4.15 0; 359 40.5 4.15 12; 360 40.5 4.15 2; 361 40.5 4.15 4;362 40.5 4.15 7.98667; 363 40.5 4.15 9.97333; 364 42 4.15 7.98667;365 42 4.15 9.97333; 366 42 4.15 2; 367 42 4.15 4; 370 42 2.09 0;371 39 4.15 12; 372 39 4.15 0; 373 42 4.15 9; 374 42 4.15 3;MEMBER INCIDENCES3 8 269; 4 7 284; 6 7 93; 11 11 193; 13 11 94; 21 18 1; 22 19 116; 23 20 3;24 21 4; 25 18 168; 27 19 150; 36 25 154; 66 6 153; 67 12 157; 80 24 45;81 25 46; 84 7 191; 85 8 197; 88 20 172; 89 21 158; 93 49 95; 97 53 47;98 54 48; 118 58 96; 123 62 56; 124 63 57; 147 68 275; 148 67 290; 149 67 97;154 71 65; 155 72 66; 180 76 98; 185 80 74; 186 81 75; 216 89 83; 217 90 117;236 94 207; 237 93 208; 238 95 209; 239 96 210; 240 97 211; 241 98 212;264 76 183; 265 77 205; 266 67 185; 267 59 201; 268 58 187; 269 49 189;270 50 199; 271 68 203; 276 72 164; 279 81 166; 280 62 176; 287 80 180;

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

320 116 2; 321 117 84; 322 18 305; 323 89 309; 352 303 306; 379 304 310;387 94 206; 391 150 25; 396 153 12; 398 154 21; 403 157 8; 405 158 54;415 164 81; 418 166 90; 421 168 24; 427 172 53; 434 176 71; 441 180 89;446 183 85; 450 185 76; 454 187 67; 455 176 344; 458 189 58; 462 191 49;463 172 345; 466 193 7; 470 195 11; 474 197 50; 475 158 339; 478 199 59;483 201 68; 484 162 340; 487 203 77; 491 205 86; 494 24 170; 495 170 20;497 195 206; 499 207 93; 502 208 95; 503 191 208; 505 209 96; 506 189 209;508 210 97; 509 187 210; 511 211 98; 515 183 212; 522 207 157; 528 211 203;531 154 338; 534 170 346; 537 164 341; 540 178 343; 556 93 8; 557 94 12;558 95 50; 559 96 59; 560 97 68; 561 98 77; 562 299 311; 563 206 153;565 208 197; 566 209 199; 567 210 201; 569 212 205; 585 193 207; 587 263 195;589 185 211; 603 265 18; 604 266 313; 606 268 314; 607 269 21; 608 270 269;610 272 315; 612 274 316; 613 275 72; 614 276 275; 616 278 317; 619 281 265;620 282 24; 621 283 282; 622 284 20; 623 285 284; 624 286 53; 625 287 286;626 288 62; 627 289 288; 628 290 71; 629 291 290; 630 292 80; 631 293 292;632 294 370; 634 63 162; 635 162 72; 636 53 174; 637 174 62; 638 71 178;639 178 80; 652 49 209; 653 58 209; 656 85 212; 657 76 212; 658 76 211;659 67 211; 660 67 210; 661 58 210; 662 49 208; 663 7 208; 664 7 207;665 11 207; 666 11 206; 667 263 206; 681 300 307; 682 300 303; 683 299 355;685 303 301; 687 304 302; 688 263 308; 689 85 312; 690 212 299; 691 300 206;692 206 6; 693 206 12; 694 207 12; 695 207 8; 696 208 8; 697 208 50;698 209 50; 699 209 59; 700 210 59; 701 210 68; 702 211 68; 703 211 77;704 212 77; 705 212 86; 708 12 338; 709 8 338; 710 8 339; 711 50 339;712 59 340; 713 68 340; 714 68 341; 715 77 341; 718 305 303; 719 306 116;720 307 6; 721 308 300; 728 309 304; 729 310 117; 730 311 86; 731 312 299;738 313 19; 739 314 25; 740 315 333; 741 316 334; 742 317 81; 743 318 90;750 6 313; 751 12 314; 753 50 315; 754 59 316; 756 77 317; 757 86 318;759 263 265; 760 11 282; 762 49 286; 763 58 288; 765 76 292; 766 85 294;772 333 54; 773 334 63; 774 333 336; 777 336 334; 798 6 337; 799 12 337;802 166 371; 803 336 349; 804 150 337; 805 180 342; 806 174 350; 807 168 347;808 305 352; 809 306 351; 810 310 373; 811 309 374; 812 337 25; 813 337 19;814 337 153; 815 338 157; 816 338 21; 817 338 25; 818 339 197; 819 339 54;820 339 21; 821 340 201; 822 340 72; 823 340 63; 824 341 203; 825 341 81;826 341 72; 827 11 347; 828 263 347; 829 7 346; 830 11 346; 831 49 345;832 7 345; 833 58 344; 834 67 344; 835 76 343; 836 67 343; 837 85 342;838 76 342; 839 342 372; 840 342 80; 841 342 89; 842 343 185; 843 343 71;844 343 80; 845 344 187; 846 344 71; 847 344 62; 848 345 191; 849 345 20;850 345 53; 851 346 193; 852 346 24; 853 346 20; 854 347 195; 855 347 18;856 347 24; 857 77 348; 858 86 348; 859 348 205; 860 348 90; 861 348 81;862 50 349; 863 333 349; 864 349 199; 865 349 334; 866 349 59; 867 49 350;868 53 350; 869 350 189; 870 350 62; 871 350 58; 872 303 351; 873 351 307;874 351 6; 875 300 351; 876 351 116; 877 18 352; 878 352 308; 879 352 300;880 263 352; 881 352 303; 882 373 311; 883 304 373; 884 373 86; 885 299 373;886 373 117; 888 89 374; 889 374 299; 890 85 374; 891 374 304; 892 355 357;893 356 355; 894 357 304; 895 356 357; 897 355 364; 898 358 360; 899 356 362;900 358 294; 901 359 318; 902 360 361; 903 361 356; 904 362 363; 905 363 359;906 364 373; 907 365 318; 908 366 374; 909 367 355; 910 366 294; 911 360 366;912 361 367; 913 362 364; 914 363 365; 915 358 366; 916 366 361; 917 361 355;918 355 362; 919 362 365; 920 365 359; 922 370 89; 923 371 348; 924 359 371;925 372 183; 926 358 372; 928 373 365; 929 374 312; 930 374 367;DEFINE MATERIAL STARTISOTROPIC STEELE 2.05e+008POISSON 0.3

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

DENSITY 77ALPHA 1.2e-005DAMP 0.03ISOTROPIC MATERIAL1POISSON 0.45END DEFINE MATERIALMEMBER PROPERTY AMERICAN652 653 656 TO 667 692 TO 705 TABLE ST L50505682 683 685 687 892 894 TABLE ST W12X26708 TO 715 798 799 812 813 816 817 819 820 822 823 825 TO 838 840 841 843 -844 846 847 849 850 852 853 855 TO 858 860 TO 863 865 TO 868 870 871 915 -916 TO 920 TABLE ST L30303455 463 475 484 531 534 537 540 802 TO 811 814 815 818 821 824 839 842 845 -848 851 854 859 864 869 873 878 882 893 900 901 911 TO 914 923 TO 926 -929 TABLE ST W8X1825 27 36 88 89 276 279 280 287 322 323 352 379 391 398 405 415 418 421 427 -434 441 494 495 634 TO 639 718 719 728 729 774 777 TABLE ST W12X263 4 6 13 21 TO 24 80 81 93 97 98 118 123 124 147 TO 149 154 155 180 185 186 -216 217 320 321 556 TO 562 603 607 613 620 622 624 626 628 630 632 681 688 -689 720 721 730 731 738 TO 743 750 751 753 754 756 757 759 760 762 763 765 -766 772 773 922 TABLE ST W12X6511 66 67 84 85 236 TO 241 264 TO 271 387 396 403 446 450 454 458 462 466 470 -474 478 483 487 491 499 502 505 508 511 587 690 691 897 TO 899 902 TO 910 -928 930 TABLE ST W12X26872 874 TO 877 879 TO 881 883 TO 886 888 TO 891 895 TABLE ST L40404604 606 608 610 612 614 616 619 621 623 625 627 629 631 TABLE ST W12X65497 503 506 509 515 522 528 563 565 TO 567 569 585 589 TABLE ST W8X18CONSTANTSBETA 90 MEMB 3 4 21 TO 25 27 36 80 81 88 89 97 98 123 124 147 148 154 155 -185 186 216 217 276 279 280 287 320 TO 323 352 379 391 398 405 415 418 421 -427 434 441 455 463 475 484 494 495 531 534 537 540 603 607 613 620 622 624 -626 628 630 632 634 TO 639 718 719 728 729 738 TO 743 750 751 753 754 756 -757 759 760 762 763 765 766 772 TO 774 777 802 TO 807 814 815 818 821 824 -839 842 845 848 851 854 859 864 869 922 923 925MATERIAL STEEL ALLSUPPORTS1 TO 4 45 TO 48 56 57 65 66 74 75 301 302 PINNED83 84 PINNEDMEMBER RELEASE391 396 398 403 405 415 418 421 427 434 441 446 450 454 458 462 466 470 474 -478 483 487 491 495 497 499 502 503 505 506 508 509 511 515 522 528 563 565 -566 TO 567 569 585 589 635 637 639 690 718 719 728 729 777 893 900 901 911 -912 TO 914 END MY MZ11 25 27 36 66 67 84 85 88 89 236 TO 241 264 TO 271 276 279 280 287 322 323 -352 379 387 455 463 475 484 494 497 503 506 509 515 522 528 531 534 537 540 -563 565 TO 567 569 585 587 589 634 636 638 691 774 802 TO 811 898 899 911 -912 TO 914 START MY MZ814 815 818 821 824 842 845 848 851 854 859 864 869 873 878 882 903 905 924 -925 TO 926 929 END FX MY MZ682 683 START FX MY MZ*708 TO 715 724 TO 726 734 TO 736 798 799 812 -*813 816 817 819 820 822 823 825 TO 838 840 841 843 844 846 847 849 850 852 -*853 855 TO 858 860 861 868 869*MEMBER TRUSS

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

MEMBER TENSION 652 653 656 TO 667 692 TO 705 708 TO 715 798 799 812 813 816 817 819 820 822 -823 825 TO 838 840 841 843 844 846 847 849 850 852 853 855 TO 858 -860 TO 863 865 TO 868 870 TO 872 874 TO 877 879 TO 881 883 TO 886 -888 TO 891*********************************************************************************************MEMBER TRUSS 915 TO 920LOAD 1 DL** Dead Load =0.25 kN/m2 ******************SELFWEIGHT Y -1.1 LIST 3 4 6 11 13 21 TO 25 27 36 66 67 80 81 84 85 88 89 -93 97 98 118 123 124 147 TO 149 154 155 180 185 186 216 217 236 TO 241 264 -265 TO 271 276 279 280 287 320 TO 323 352 379 387 391 396 398 403 405 415 -418 421 427 434 441 446 450 454 455 458 462 463 466 470 474 475 478 483 484 -487 491 494 495 497 499 502 503 505 506 508 509 511 515 522 528 531 534 537 -540 556 TO 563 565 TO 567 569 585 587 589 603 604 606 TO 608 610 612 TO 614 -616 619 TO 632 634 TO 639 652 653 656 TO 667 681 TO 683 685 687 TO 705 708 -709 TO 715 718 TO 721 728 TO 731 738 TO 743 750 751 753 754 756 757 759 760 -762 763 765 766 772 TO 774 777 798 799 802 TO 886 888 TO 895 897 TO 920 922 -923 TO 926 928 TO 930MEMBER LOAD562 681 688 689 720 721 730 731 UNI GY -0.756 13 93 118 149 180 497 503 506 509 515 522 528 556 TO 561 563 565 TO 567 -569 585 589 UNI GY -1.5603 632 738 743 750 757 759 766 922 UNI GY -0.753 4 147 148 455 463 475 484 531 534 537 540 607 613 620 622 624 626 628 630 -682 683 739 TO 742 751 753 754 756 760 762 763 765 802 TO 811 814 815 818 -821 824 842 845 848 851 854 859 864 869 873 878 882 892 923 925 -929 UNI GY -0.75*********************************************************************************************LOAD 2 LR** Roof Live Load =0.75 kN/m2 ******************MEMBER LOAD562 681 688 689 720 721 730 731 UNI GY -1.136 13 93 118 149 180 497 503 506 509 515 522 528 556 TO 561 563 565 TO 567 -569 585 589 UNI GY -2.25*********************************************************************************************LOAD 3 LL** Roof Live Load =0.75 kN/m2 *******************FLOOR LOAD*YRANGE 4.15 4.15 FLOAD -5 XRANGE 40.5 42 ZRANGE 0 12 GYMEMBER LOAD897 TO 910 928 930 UNI GY -3.75********************************************************************************************LOAD 4 W+Z_C1****( Wind Load in Z-Dir with +0.18 internal Pressure)MEMBER LOAD6 13 93 118 149 180 497 503 506 509 515 522 528 556 TO 561 563 565 TO 567 -569 585 589 UNI GY 3.2562 681 688 689 720 721 730 731 UNI GY 1.5822 603 738 750 759 UNI GX -1.17682 808 809 873 878 UNI GX -2.33217 632 743 757 766 922 UNI GX 1.17683 810 811 882 929 UNI GX 2.33

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

22 217 738 743 750 757 UNI GZ 0.913 147 475 484 531 537 607 613 739 TO 742 751 753 754 756 772 773 802 TO 804 -814 815 818 821 824 859 864 923 UNI GZ 1.82603 632 759 766 922 UNI GZ 0.734 148 455 463 534 540 620 622 624 626 628 630 760 762 763 765 805 TO 807 839 -842 845 848 851 854 869 925 UNI GZ 1.4621 23 24 80 81 97 98 123 124 154 155 185 186 216 320 321 UNI GZ 0.673685 687 UNI GZ 0.681********************************************************************************************LOAD 5 W-Z_C1****( Wind Load in Z-Dir with +0.18 internal Pressure)MEMBER LOAD6 13 93 118 149 180 497 503 506 509 515 522 528 556 TO 561 563 565 TO 567 -569 585 589 UNI GY 3.2562 681 688 689 720 721 730 731 UNI GY 1.5822 603 738 750 759 UNI GX -1.17682 808 809 873 878 UNI GX -2.33217 632 743 757 766 922 UNI GX 1.17683 810 811 882 929 UNI GX 2.33603 632 759 766 922 UNI GZ -0.914 148 455 463 534 540 620 622 624 626 628 630 760 762 763 765 805 TO 807 839 -842 845 848 851 854 869 925 UNI GZ -1.8222 217 738 743 750 757 UNI GZ -0.733 147 475 484 531 537 607 613 739 TO 742 751 753 754 756 772 773 802 TO 804 -814 815 818 821 824 859 864 923 UNI GZ -1.4621 23 24 80 81 97 98 123 124 154 155 185 186 216 320 321 UNI GZ -0.673685 687 UNI GZ -0.681*******************************************************************************************LOAD 6 W+Z_C2****( Wind Load in Z-Dir with -0.18 internal Pressure)MEMBER LOAD6 13 93 118 149 180 497 503 506 509 515 522 528 556 TO 561 563 565 TO 567 -569 585 589 UNI GY 2.1562 681 688 689 720 721 730 731 UNI GY 1.0522 603 738 750 759 UNI GX -0.72682 808 809 873 878 UNI GX -1.44217 632 743 757 766 922 UNI GX 0.72683 810 811 882 929 UNI GX 1.4422 738 743 750 757 UNI GZ 0.723 147 475 484 531 537 607 613 739 TO 742 751 753 754 756 772 773 802 TO 804 -814 815 818 821 824 859 864 923 UNI GZ 1.44603 632 759 766 922 UNI GZ 1.274 148 455 463 534 540 620 622 624 626 628 630 760 762 763 765 805 TO 807 839 -842 845 848 851 854 869 925 UNI GZ 2.5421 23 24 80 81 97 98 123 124 154 155 185 186 216 320 321 UNI GZ 0.673685 687 UNI GZ 0.681*******************************************************************************************LOAD 7 W-Z_C2****( Wind Load in Z-Dir with -0.18 internal Pressure)MEMBER LOAD6 13 93 118 149 180 497 503 506 509 515 522 528 556 TO 561 563 565 TO 567 -569 585 589 UNI GY 2.1562 681 688 689 720 721 730 731 UNI GY 1.0522 603 738 750 759 UNI GX -0.72

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

682 808 809 873 878 UNI GX -1.44217 632 743 757 766 922 UNI GX 0.72683 810 811 882 929 UNI GX 1.44603 632 759 766 922 UNI GZ -0.724 148 455 463 534 540 620 622 624 626 628 630 760 762 763 765 805 TO 807 839 -842 845 848 851 854 869 925 UNI GZ -1.4422 217 738 743 750 757 UNI GZ -1.273 147 475 484 531 537 607 613 739 TO 742 751 753 754 756 772 773 802 TO 804 -814 815 818 821 824 859 864 923 UNI GZ -2.5421 23 24 80 81 97 98 123 124 154 155 185 186 216 320 321 UNI GZ -0.673685 687 UNI GZ -0.681*******************************************************************************************LOAD 8 W+X_C1****( Wind Load in X-Dir with +0.55 internal Pressure)MEMBER LOAD6 13 93 118 149 180 497 503 506 509 515 522 528 556 TO 561 563 565 TO 567 -569 585 589 UNI GY 2.84562 681 688 689 720 721 730 731 UNI GY 1.4222 603 738 750 759 UNI GX 0.73682 808 809 873 878 UNI GX 1.46217 632 743 757 766 922 UNI GX 0.72683 810 811 882 929 UNI GX 1.4422 217 738 743 750 757 UNI GZ 1.173 147 475 484 531 537 607 613 739 TO 742 751 753 754 756 772 773 802 TO 804 -814 815 818 821 824 859 864 923 UNI GZ 2.33603 632 759 766 922 UNI GZ -1.174 148 455 463 534 540 620 622 624 626 628 630 760 762 763 765 805 TO 807 839 -842 845 848 851 854 869 925 UNI GZ -2.3321 23 24 80 81 97 98 123 124 154 155 185 186 216 320 321 UNI GX 0.673685 687 UNI GX 0.44*******************************************************************************************LOAD 9 W-X_C1****( Wind Load in X-Dir with +0.55 internal Pressure)MEMBER LOAD6 13 93 118 149 180 497 503 506 509 515 522 528 556 TO 561 563 565 TO 567 -569 585 589 UNI GY 2.84562 681 688 689 720 721 730 731 UNI GY 1.4222 603 738 750 759 UNI GX -0.72682 808 809 873 878 UNI GX -1.44217 632 743 757 766 922 UNI GX -0.73683 810 811 882 929 UNI GX -1.4622 217 738 743 750 757 UNI GZ 1.173 147 475 484 531 537 607 613 739 TO 742 751 753 754 756 772 773 802 TO 804 -814 815 818 821 824 859 864 923 UNI GZ 2.33603 632 759 766 922 UNI GZ -1.174 148 455 463 534 540 620 622 624 626 628 630 760 762 763 765 805 TO 807 839 -842 845 848 851 854 869 925 UNI GZ -2.3321 23 24 80 81 97 98 123 124 154 155 185 186 216 320 321 UNI GX -0.673685 687 UNI GX -0.44******************************************************************************************LOAD 10 W+X_C2****( Wind Load in X-Dir with -0.55 internal Pressure)MEMBER LOAD6 13 93 118 149 180 497 503 506 509 515 522 528 556 TO 561 563 565 TO 567 -

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

569 585 589 UNI GY 1.76562 681 688 689 720 721 730 731 UNI GY 0.8822 603 738 750 759 UNI GX 1.27682 808 809 873 878 UNI GX 2.54217 632 743 757 766 922 UNI GX 0.72683 810 811 882 929 UNI GX 1.4422 217 738 743 750 757 UNI GZ 0.723 147 475 484 531 537 607 613 739 TO 742 751 753 754 756 772 773 802 TO 804 -814 815 818 821 824 859 864 923 UNI GZ 1.44603 632 759 766 922 UNI GZ -0.724 148 455 463 534 540 620 622 624 626 628 630 760 762 763 765 805 TO 807 839 -842 845 848 851 854 869 925 UNI GZ -1.4421 23 24 80 81 97 98 123 124 154 155 185 186 216 320 321 UNI GX 0.673685 687 UNI GX 0.44******************************************************************************************LOAD 11 W-X_C2****( Wind Load in X-Dir with -0.55 internal Pressure)MEMBER LOAD6 13 93 118 149 180 497 503 506 509 515 522 528 556 TO 561 563 565 TO 567 -569 585 589 UNI GY 1.76562 681 688 689 720 721 730 731 UNI GY 0.8822 603 738 750 759 UNI GX -0.72682 808 809 873 878 UNI GX -1.44217 632 743 757 766 922 UNI GX -1.27683 810 811 882 929 UNI GX -2.5422 217 738 743 750 757 UNI GZ 0.723 147 475 484 531 537 607 613 739 TO 742 751 753 754 756 772 773 802 TO 804 -814 815 818 821 824 859 864 923 UNI GZ 1.44603 632 759 766 922 UNI GZ -0.724 148 455 463 534 540 620 622 624 626 628 630 760 762 763 765 805 TO 807 839 -842 845 848 851 854 869 925 UNI GZ -1.4421 23 24 80 81 97 98 123 124 154 155 185 186 216 320 321 UNI GX -0.673685 687 UNI GX -0.44******************************************************************************************LOAD 12 T+TEMPERATURE LOAD3 4 6 11 13 21 TO 25 27 36 66 67 80 81 84 85 88 89 93 97 98 118 123 124 147 -148 TO 149 154 155 180 185 186 216 217 236 TO 241 264 TO 271 276 279 280 287 -320 TO 323 352 379 387 391 396 398 403 405 415 418 421 427 434 441 446 450 -454 455 458 462 463 466 470 474 475 478 483 484 487 491 494 495 497 499 502 -503 505 506 508 509 511 515 522 528 531 534 537 540 556 TO 563 565 TO 567 -569 585 587 589 603 604 606 TO 608 610 612 TO 614 616 619 TO 632 634 TO 639 -652 653 656 TO 667 681 TO 683 685 687 TO 705 708 TO 715 718 TO 721 -728 TO 731 738 TO 743 750 751 753 754 756 757 759 760 762 763 765 766 772 -773 TO 774 777 798 799 802 TO 886 888 TO 895 897 TO 920 922 TO 926 -928 TO 930 TEMP 0 30*****************************************************************************************LOAD 13 T-TEMPERATURE LOAD3 4 6 11 13 21 TO 25 27 36 66 67 80 81 84 85 88 89 93 97 98 118 123 124 147 -148 TO 149 154 155 180 185 186 216 217 236 TO 241 264 TO 271 276 279 280 287 -320 TO 323 352 379 387 391 396 398 403 405 415 418 421 427 434 441 446 450 -454 455 458 462 463 466 470 474 475 478 483 484 487 491 494 495 497 499 502 -503 505 506 508 509 511 515 522 528 531 534 537 540 556 TO 563 565 TO 567 -

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

569 585 587 589 603 604 606 TO 608 610 612 TO 614 616 619 TO 632 634 TO 639 -652 653 656 TO 667 681 TO 683 685 687 TO 705 708 TO 715 718 TO 721 -728 TO 731 738 TO 743 750 751 753 754 756 757 759 760 762 763 765 766 772 -773 TO 774 777 798 799 802 TO 886 888 TO 895 897 TO 920 922 TO 926 -928 TO 930 TEMP 0 -30*****************************************************************************************LOAD 14 CR1*** ( Crane Load when crane at mid bay)MEMBER LOAD625 629 CON GX 0.63 0.2627 CON GX 3.75 0.2625 629 CON GY -9.77 0.2627 CON GY -58.59 0.2625 629 CON GZ 0.78 0.2627 CON GZ 4.69 0.2610 614 CON GX 0.63 0.2612 CON GX 3.75 0.2610 614 CON GY -6.64 0.2612 CON GY -39.84 0.2610 614 CON GZ 0.53 0.2612 CON GZ 3.19 0.2*****************************************************************************************LOAD 15 CR2*** ( Crane Load when crane at end bay)MEMBER LOAD619 CON GX 3.75 0.2621 CON GX 1.25 0.2619 CON GY -58.59 0.2621 CON GY -19.53 0.2619 621 CON GZ 4.69 0.2621 CON GZ 1.56 0.2604 CON GX 3.75 0.2606 CON GX 1.25 0.2604 CON GY -39.84 0.2606 CON GY -13.28 0.2604 CON GZ 3.19 0.2606 CON GZ 1.06 0.2******************************************************************************************************************STEEL MEMBER DESIGN************************LOAD 301 1.0DLREPEAT LOAD1 1.0 PERFORM ANALYSIS CHANGELOAD 302 1.0DL +1.0LL+ 1.0CR1 + 1.0T+REPEAT LOAD1 1.0 3 1.0 14 1.0 12 1.0 PERFORM ANALYSIS CHANGELOAD 303 1.0DL +1.0LL+ 1.0CR2 + 1.0T+REPEAT LOAD1 1.0 3 1.0 15 1.0 12 1.0 PERFORM ANALYSIS CHANGE

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

LOAD 304 1.0DL + 1.0LL+1.0CR1 + 1.0T-REPEAT LOAD1 1.0 3 1.0 14 1.0 13 1.0 PERFORM ANALYSIS CHANGELOAD 305 1.0DL + 1.0LL+1.0CR2 + 1.0T-REPEAT LOAD1 1.0 3 1.0 15 1.0 13 1.0 PERFORM ANALYSIS CHANGELOAD 306 1.0DL +1.0LR+ 1.0CR1REPEAT LOAD1 1.0 2 1.0 14 1.0 PERFORM ANALYSIS CHANGELOAD 307 1.0DL +1.0LR+ 1.0CR2REPEAT LOAD1 1.0 2 1.0 15 1.0 PERFORM ANALYSIS CHANGELOAD 308 1.0DL +0.75LL+0.75LR+ 1.0CR1 +0.75T+REPEAT LOAD1 1.0 3 0.75 2 0.75 14 1.0 12 0.75 PERFORM ANALYSIS CHANGELOAD 309 1.0DL +0.75LL+0.75LR+ 1.0CR2 +0.75T+REPEAT LOAD1 1.0 3 0.75 2 0.75 15 1.0 12 0.75 PERFORM ANALYSIS CHANGELOAD 310 1.0DL +0.75LL+0.75LR+ 1.0CR1 +0.75T-REPEAT LOAD1 1.0 3 0.75 2 0.75 14 1.0 13 0.75 PERFORM ANALYSIS CHANGELOAD 311 1.0DL +0.75LL+0.75LR+ 1.0CR2 +0.75T-REPEAT LOAD1 1.0 3 0.75 2 0.75 15 1.0 13 0.75 PERFORM ANALYSIS CHANGELOAD 312 1.0DL +0.75LL+0.75LR+ 1.0CR1 +0.5W+Z_C1REPEAT LOAD1 1.0 3 0.75 2 0.75 14 1.0 4 0.5 PERFORM ANALYSIS CHANGELOAD 313 1.0DL +0.75LL+0.75LR+ 1.0CR1 +0.5W-Z_C1REPEAT LOAD1 1.0 3 0.75 2 0.75 14 1.0 5 0.5 PERFORM ANALYSIS CHANGELOAD 314 1.0DL +0.75LL+0.75LR+ 1.0CR1 +0.5W+Z_C2REPEAT LOAD1 1.0 3 0.75 2 0.75 14 1.0 6 0.5 PERFORM ANALYSIS

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

CHANGELOAD 315 1.0DL +0.75LL+0.75LR+ 1.0CR1 +0.5W-Z_C2REPEAT LOAD1 1.0 3 0.75 2 0.75 14 1.0 7 0.5 PERFORM ANALYSIS CHANGELOAD 316 1.0DL + 0.75LL+0.75LR+ 1.0CR1 +0.5W+X_C1REPEAT LOAD1 1.0 3 0.75 2 0.75 14 1.0 8 0.5 PERFORM ANALYSIS CHANGELOAD 317 1.0DL + 0.75LL+0.75LR+ 1.0CR1 +0.5W-X_C1REPEAT LOAD1 1.0 3 0.75 2 0.75 14 1.0 9 0.5 PERFORM ANALYSIS CHANGELOAD 318 1.0DL +0.75LL+0.75LR+ 1.0CR1 +0.5W+X_C2REPEAT LOAD1 1.0 3 0.75 2 0.75 14 1.0 10 0.5 PERFORM ANALYSIS CHANGELOAD 319 1.0DL +0.75LL+0.75LR+ 1.0CR1 +0.5W-X_C2REPEAT LOAD1 1.0 3 0.75 2 0.75 14 1.0 11 0.5 PERFORM ANALYSIS CHANGELOAD 320 1.0DL +0.75LL+0.75LR+ 1.0CR2 +0.5W+Z_C1REPEAT LOAD1 1.0 3 0.75 2 0.75 15 1.0 4 0.5 PERFORM ANALYSIS CHANGELOAD 321 1.0DL +0.75LL+0.75LR+ 1.0CR2 +0.5W-Z_C1REPEAT LOAD1 1.0 3 0.75 2 0.75 15 1.0 5 0.5 PERFORM ANALYSIS CHANGELOAD 322 1.0DL +0.75LL+0.75LR+ 1.0CR2 +0.5W+Z_C2REPEAT LOAD1 1.0 3 0.75 2 0.75 15 1.0 6 0.5 PERFORM ANALYSIS CHANGELOAD 323 1.0DL +0.75LL+0.75LR+ 1.0CR2 +0.5W-Z_C2REPEAT LOAD1 1.0 3 0.75 2 0.75 15 1.0 7 0.5 PERFORM ANALYSIS CHANGELOAD 324 1.0DL + 0.75LL+0.75LR+ 1.0CR2 +0.5W+X_C1REPEAT LOAD1 1.0 3 0.75 2 0.75 15 1.0 8 0.5 PERFORM ANALYSIS CHANGELOAD 325 1.0DL + 0.75LL+0.75LR+ 1.0CR2 +0.5W-X_C1REPEAT LOAD1 1.0 3 0.75 2 0.75 15 1.0 9 0.5

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

PERFORM ANALYSIS CHANGELOAD 326 1.0DL +0.75LL+0.75LR+ 1.0CR2 +0.5W+X_C2REPEAT LOAD1 1.0 3 0.75 2 0.75 15 1.0 10 0.5 PERFORM ANALYSIS CHANGELOAD 327 1.0DL +0.75LL+0.75LR+ 1.0CR2 +0.5W-X_C2REPEAT LOAD1 1.0 3 0.75 2 0.75 15 1.0 11 0.5 PERFORM ANALYSIS CHANGELOAD 328 1.0DL +0.75LL+0.75LR+0.75W+Z_C1REPEAT LOAD1 1.0 3 0.75 2 0.75 4 0.75 PERFORM ANALYSIS CHANGELOAD 329 1.0DL +0.75LL+0.75LR+0.75W-Z_C1REPEAT LOAD1 1.0 3 0.75 2 0.75 5 0.75 PERFORM ANALYSIS CHANGELOAD 330 1.0DL +0.75LL+0.75LR+0.75W+Z_C2REPEAT LOAD1 1.0 3 0.75 2 0.75 6 0.75 PERFORM ANALYSIS CHANGELOAD 331 1.0DL +0.75LL+0.75LR+0.75W-Z_C2REPEAT LOAD1 1.0 3 0.75 2 0.75 7 0.75 PERFORM ANALYSIS CHANGELOAD 332 1.0DL+0.75LL +0.75LR+0.75W+X_C1REPEAT LOAD1 1.0 3 0.75 2 0.75 8 0.75 PERFORM ANALYSIS CHANGELOAD 333 1.0DL+0.75LL +0.75LR+0.75W-X_C1REPEAT LOAD1 1.0 3 0.75 2 0.75 9 0.75 PERFORM ANALYSIS CHANGELOAD 334 1.0DL +0.75LL+0.75LR+0.75W+X_C2REPEAT LOAD1 1.0 3 0.75 2 0.75 10 0.75 PERFORM ANALYSIS CHANGELOAD 335 1.0DL +0.75LL+0.75LR+0.75W-X_C2REPEAT LOAD1 1.0 3 0.75 2 0.75 11 0.75 PERFORM ANALYSIS CHANGELOAD 336 0.6DL +1.0W+Z_C1REPEAT LOAD

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

1 0.6 4 1.0 PERFORM ANALYSIS CHANGELOAD 337 0.6DL +1.0W-Z_C1REPEAT LOAD1 0.6 5 1.0 PERFORM ANALYSIS CHANGELOAD 338 0.6DL +1.0W+Z_C2REPEAT LOAD1 0.6 6 1.0 PERFORM ANALYSIS CHANGELOAD 339 0.6DL +1.0W-Z_C2REPEAT LOAD1 0.6 7 1.0 PERFORM ANALYSIS CHANGELOAD 340 0.6DL +1.0W+X_C1REPEAT LOAD1 0.6 8 1.0 PERFORM ANALYSIS CHANGELOAD 341 0.6DL +1.0W-X_C1REPEAT LOAD1 0.6 9 1.0 PERFORM ANALYSIS CHANGELOAD 342 0.6DL +1.0W+X_C2REPEAT LOAD1 0.6 10 1.0 PERFORM ANALYSIS CHANGELOAD 343 0.6DL +1.0W-X_C2REPEAT LOAD1 0.6 11 1.0 PERFORM ANALYSIS CHANGELOAD 344 0.6DL +1.0W+Z_C1REPEAT LOAD1 1.0 4 1.0 PERFORM ANALYSIS CHANGELOAD 345 0.6DL +1.0W-Z_C1REPEAT LOAD1 1.0 5 1.0 PERFORM ANALYSIS CHANGELOAD 346 0.6DL +1.0W+Z_C2REPEAT LOAD1 1.0 6 1.0 PERFORM ANALYSIS CHANGELOAD 347 0.6DL +1.0W-Z_C2

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

REPEAT LOAD1 1.0 7 1.0 PERFORM ANALYSIS CHANGELOAD 348 0.6DL +1.0W+X_C1REPEAT LOAD1 1.0 8 1.0 PERFORM ANALYSIS CHANGELOAD 349 0.6DL +1.0W-X_C1REPEAT LOAD1 1.0 9 1.0 PERFORM ANALYSIS CHANGELOAD 350 0.6DL +1.0W+X_C2REPEAT LOAD1 1.0 10 1.0 PERFORM ANALYSIS CHANGELOAD 351 0.6DL +1.0W-X_C2REPEAT LOAD1 1.0 11 1.0 PERFORM ANALYSIS CHANGE*************************LOAD COMBINATION*****************************************************************************STABILITY CHECK*******************************LOAD COMB 101 1.0DL1 1.0 LOAD COMB 102 1.0DL +1.0LL+ 1.0CR1 + 1.0T+1 1.0 3 1.0 14 1.0 12 1.0 LOAD COMB 103 1.0DL +1.0LL+ 1.0CR2 + 1.0T+1 1.0 3 1.0 15 1.0 12 1.0 LOAD COMB 104 1.0DL + 1.0LL+1.0CR1 + 1.0T-1 1.0 3 1.0 14 1.0 13 1.0 LOAD COMB 105 1.0DL + 1.0LL+1.0CR2 + 1.0T-1 1.0 3 1.0 15 1.0 13 1.0 LOAD COMB 106 1.0DL +1.0LR+ 1.0CR11 1.0 2 1.0 14 1.0 LOAD COMB 107 1.0DL +1.0LR+ 1.0CR21 1.0 2 1.0 15 1.0 LOAD COMB 108 1.0DL +0.75LL+0.75LR+ 1.0CR1 +0.75T+1 1.0 3 0.75 2 0.75 14 1.0 12 0.75 LOAD COMB 109 1.0DL +0.75LL+0.75LR+ 1.0CR2 +0.75T+1 1.0 3 0.75 2 0.75 15 1.0 12 0.75 LOAD COMB 110 1.0DL +0.75LL+0.75LR+ 1.0CR1 +0.75T-1 1.0 3 0.75 2 0.75 14 1.0 13 0.75 LOAD COMB 111 1.0DL +0.75LL+0.75LR+ 1.0CR2 +0.75T-1 1.0 3 0.75 2 0.75 15 1.0 13 0.75 LOAD COMB 112 1.0DL +0.75LL+0.75LR+ 1.0CR1 +0.5W+Z_C11 1.0 3 0.75 2 0.75 14 1.0 4 0.5 LOAD COMB 113 1.0DL +0.75LL+0.75LR+ 1.0CR1 +0.5W-Z_C11 1.0 3 0.75 2 0.75 14 1.0 5 0.5 LOAD COMB 114 1.0DL +0.75LL+0.75LR+ 1.0CR1 +0.5W+Z_C2

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

1 1.0 3 0.75 2 0.75 14 1.0 6 0.5 LOAD COMB 115 1.0DL +0.75LL+0.75LR+ 1.0CR1 +0.5W-Z_C21 1.0 3 0.75 2 0.75 14 1.0 7 0.5 LOAD COMB 116 1.0DL + 0.75LL+0.75LR+ 1.0CR1 +0.5W+X_C11 1.0 3 0.75 2 0.75 14 1.0 8 0.5 LOAD COMB 117 1.0DL + 0.75LL+0.75LR+ 1.0CR1 +0.5W-X_C11 1.0 3 0.75 2 0.75 14 1.0 9 0.5 LOAD COMB 118 1.0DL +0.75LL+0.75LR+ 1.0CR1 +0.5W+X_C21 1.0 3 0.75 2 0.75 14 1.0 10 0.5 LOAD COMB 119 1.0DL +0.75LL+0.75LR+ 1.0CR1 +0.5W-X_C21 1.0 3 0.75 2 0.75 14 1.0 11 0.5 LOAD COMB 120 1.0DL +0.75LL+0.75LR+ 1.0CR2 +0.5W+Z_C11 1.0 3 0.75 2 0.75 15 1.0 4 0.5 LOAD COMB 121 1.0DL +0.75LL+0.75LR+ 1.0CR2 +0.5W-Z_C11 1.0 3 0.75 2 0.75 15 1.0 5 0.5 LOAD COMB 122 1.0DL +0.75LL+0.75LR+ 1.0CR2 +0.5W+Z_C21 1.0 3 0.75 2 0.75 15 1.0 6 0.5 LOAD COMB 123 1.0DL +0.75LL+0.75LR+ 1.0CR2 +0.5W-Z_C21 1.0 3 0.75 2 0.75 15 1.0 7 0.5 LOAD COMB 124 1.0DL + 0.75LL+0.75LR+ 1.0CR2 +0.5W+X_C11 1.0 3 0.75 2 0.75 15 1.0 8 0.5 LOAD COMB 125 1.0DL + 0.75LL+0.75LR+ 1.0CR2 +0.5W-X_C11 1.0 3 0.75 2 0.75 15 1.0 9 0.5 LOAD COMB 126 1.0DL +0.75LL+0.75LR+ 1.0CR2 +0.5W+X_C21 1.0 3 0.75 2 0.75 15 1.0 10 0.5 LOAD COMB 127 1.0DL +0.75LL+0.75LR+ 1.0CR2 +0.5W-X_C21 1.0 3 0.75 2 0.75 15 1.0 11 0.5 LOAD COMB 128 1.0DL +0.75LL+0.75LR+0.75W+Z_C11 1.0 3 0.75 2 0.75 4 0.75 LOAD COMB 129 1.0DL +0.75LL+0.75LR+0.75W-Z_C11 1.0 3 0.75 2 0.75 5 0.75 LOAD COMB 130 1.0DL +0.75LL+0.75LR+0.75W+Z_C21 1.0 3 0.75 2 0.75 6 0.75 LOAD COMB 131 1.0DL +0.75LL+0.75LR+0.75W-Z_C21 1.0 3 0.75 2 0.75 7 0.75 LOAD COMB 132 1.0DL+0.75LL +0.75LR+0.75W+X_C11 1.0 3 0.75 2 0.75 8 0.75 LOAD COMB 133 1.0DL+0.75LL +0.75LR+0.75W-X_C11 1.0 3 0.75 2 0.75 9 0.75 LOAD COMB 134 1.0DL +0.75LL+0.75LR+0.75W+X_C21 1.0 3 0.75 2 0.75 10 0.75 LOAD COMB 135 1.0DL +0.75LL+0.75LR+0.75W-X_C21 1.0 3 0.75 2 0.75 11 0.75 LOAD COMB 136 0.6DL +1.0W+Z_C11 0.6 4 1.0 LOAD COMB 137 0.6DL +1.0W-Z_C11 0.6 5 1.0 LOAD COMB 138 0.6DL +1.0W+Z_C21 0.6 6 1.0 LOAD COMB 139 0.6DL +1.0W-Z_C21 0.6 7 1.0 LOAD COMB 140 0.6DL +1.0W+X_C11 0.6 8 1.0 LOAD COMB 141 0.6DL +1.0W-X_C1

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

1 0.6 9 1.0 LOAD COMB 142 0.6DL +1.0W+X_C21 0.6 10 1.0 LOAD COMB 143 0.6DL +1.0W-X_C21 0.6 11 1.0 LOAD COMB 144 0.6DL +1.0W+Z_C11 1.0 4 1.0 LOAD COMB 145 0.6DL +1.0W-Z_C11 1.0 5 1.0 LOAD COMB 146 0.6DL +1.0W+Z_C21 1.0 6 1.0 LOAD COMB 147 0.6DL +1.0W-Z_C21 1.0 7 1.0 LOAD COMB 148 0.6DL +1.0W+X_C11 1.0 8 1.0 LOAD COMB 149 0.6DL +1.0W-X_C11 1.0 9 1.0 LOAD COMB 150 0.6DL +1.0W+X_C21 1.0 10 1.0 LOAD COMB 151 0.6DL +1.0W-X_C21 1.0 11 1.0 ************************** CONCRETE DESIGN**********************************************LOAD COMB 201 1.4DL1 1.4 LOAD COMB 202 1.2DL +1.6LL+ 0.5LR + 1.6CR1+1.0T+1 1.2 3 1.6 2 0.5 14 1.6 12 1.2 LOAD COMB 203 1.2DL +1.6LL+ 0.5LR + 1.6CR2+1.0T+1 1.2 3 1.6 2 0.5 15 1.6 12 1.2 LOAD COMB 204 1.2DL +1.6LL+ 0.5LR + 1.6CR1+1.0T-1 1.2 3 1.6 2 0.5 14 1.6 13 1.2 LOAD COMB 205 1.2DL +1.6LL+ 0.5LR + 1.6CR2+1.0T-1 1.2 3 1.6 2 0.5 15 1.6 13 1.2 LOAD COMB 206 1.2DL +1.0LL+ 1.6LR + 1.6CR11 1.2 3 1.0 2 1.6 14 1.6 LOAD COMB 207 1.2DL +1.0LL+ 1.6LR + 1.6CR21 1.2 3 1.0 2 1.6 15 1.6 LOAD COMB 208 1.2DL +1.6LR+ 1.6CR1 +0.8W+Z_C11 1.2 2 1.6 14 1.6 4 0.8 LOAD COMB 209 1.2DL +1.6LR+ 1.6CR1 +0.8W-Z_C11 1.2 2 1.6 14 1.6 5 0.8 LOAD COMB 210 1.2DL +1.6LR+ 1.6CR1 +0.8W+Z_C21 1.2 2 1.6 14 1.6 6 0.8 LOAD COMB 211 1.2DL +1.6LR+ 1.6CR1 +0.8W-Z_C21 1.2 2 1.6 14 1.6 7 0.8 LOAD COMB 212 1.2DL +1.6LR+ 1.6CR1 +0.8W+X_C11 1.2 2 1.6 14 1.6 8 0.8 LOAD COMB 213 1.2DL +1.6LR+ 1.6CR1 +0.8W-X_C11 1.2 2 1.6 14 1.6 9 0.8 LOAD COMB 214 1.2DL +1.6LR+ 1.6CR1 +0.8W+X_C21 1.2 2 1.6 14 1.6 10 0.8 LOAD COMB 215 1.2DL +1.6LR+ 1.6CR1 +0.8W-X_C21 1.2 2 1.6 14 1.6 11 0.8 LOAD COMB 216 1.2DL +1.6LR+ 1.6CR2 +0.8W+Z_C11 1.2 2 1.6 15 1.6 4 0.8

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

LOAD COMB 217 1.2DL +1.6LR+ 1.6CR2 +0.8W-Z_C11 1.2 2 1.6 15 1.6 5 0.8 LOAD COMB 218 1.2DL +1.6LR+ 1.6CR2 +0.8W+Z_C21 1.2 2 1.6 15 1.6 6 0.8 LOAD COMB 219 1.2DL +1.6LR+ 1.6CR2 +0.8W-Z_C21 1.2 2 1.6 15 1.6 7 0.8 LOAD COMB 220 1.2DL +1.6LR+ 1.6CR2 +0.8W+X_C11 1.2 2 1.6 15 1.6 8 0.8 LOAD COMB 221 1.2DL +1.6LR+ 1.6CR2 +0.8W-X_C11 1.2 2 1.6 15 1.6 9 0.8 LOAD COMB 222 1.2DL +1.6LR+ 1.6CR2 +0.8W+X_C21 1.2 2 1.6 15 1.6 10 0.8 LOAD COMB 223 1.2DL +1.6LR+ 1.6CR2 +0.8W-X_C21 1.2 2 1.6 15 1.6 11 0.8 LOAD COMB 224 1.2DL+1.0LL +0.5LR+ 1.6CR1 +1.6W+Z_C11 1.2 3 1.0 2 0.5 14 1.6 4 1.6 LOAD COMB 225 1.2DL+1.0LL +0.5LR+ 1.6CR1 +1.6W-Z_C11 1.2 3 1.0 2 0.5 14 1.6 5 1.6 LOAD COMB 226 1.2DL+1.0LL +0.5LR+ 1.6CR1 +1.6W+Z_C21 1.2 3 1.0 2 0.5 14 1.6 6 1.6 LOAD COMB 227 1.2DL+1.0LL +0.5LR+ 1.6CR1 +1.6W-Z_C21 1.2 3 1.0 2 0.5 14 1.6 7 1.6 LOAD COMB 228 1.2DL+1.0LL +0.5LR+ 1.6CR1 +1.6W+X_C11 1.2 3 1.0 2 0.5 14 1.6 8 1.6 LOAD COMB 229 1.2DL+1.0LL +0.5LR+ 1.6CR1 +1.6W-X_C11 1.2 3 1.0 2 0.5 14 1.6 9 1.6 LOAD COMB 230 1.2DL+1.0LL +0.5LR+ 1.6CR1 +1.6W+X_C21 1.2 3 1.0 2 0.5 14 1.6 10 1.6 LOAD COMB 231 1.2DL+1.0LL +0.5LR+ 1.6CR1 +1.6W-X_C21 1.2 3 1.0 2 0.5 14 1.6 11 1.6 LOAD COMB 232 1.2DL+1.0LL +0.5LR+ 1.6CR2 +1.6W+Z_C11 1.2 3 1.0 2 0.5 15 1.6 4 1.6 LOAD COMB 233 1.2DL+1.0LL +0.5LR+ 1.6CR2 +1.6W-Z_C11 1.2 3 1.0 2 0.5 15 1.6 5 1.6 LOAD COMB 234 1.2DL+1.0LL +0.5LR+ 1.6CR2 +1.6W+Z_C21 1.2 3 1.0 2 0.5 15 1.6 6 1.6 LOAD COMB 235 1.2DL+1.0LL +0.5LR+ 1.6CR2 +1.6W-Z_C21 1.2 3 1.0 2 0.5 15 1.6 7 1.6 LOAD COMB 236 1.2DL+1.0LL +0.5LR+ 1.6CR2 +1.6W+X_C11 1.2 3 1.0 2 0.5 15 1.6 8 1.6 LOAD COMB 237 1.2DL+1.0LL +0.5LR+ 1.6CR2 +1.6W-X_C11 1.2 3 1.0 2 0.5 15 1.6 9 1.6 LOAD COMB 238 1.2DL+1.0LL +0.5LR+ 1.6CR2 +1.6W+X_C21 1.2 3 1.0 2 0.5 15 1.6 10 1.6 LOAD COMB 239 1.2DL+1.0LL +0.5LR+ 1.6CR2 +1.6W-X_C21 1.2 3 1.0 2 0.5 15 1.6 11 1.6 LOAD COMB 240 0.9DL +1.6W+Z_C11 0.9 4 1.6 LOAD COMB 241 0.9DL +1.6W-Z_C11 0.9 5 1.6 LOAD COMB 242 0.9DL +1.6W+Z_C21 0.9 6 1.6 LOAD COMB 243 0.9DL +1.6W-Z_C21 0.9 7 1.6

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

LOAD COMB 244 0.9DL +1.6W+X_C11 0.9 8 1.6 LOAD COMB 245 0.9DL +1.6W-X_C11 0.9 9 1.6 LOAD COMB 246 0.9DL +1.6W+X_C21 0.9 10 1.6 LOAD COMB 247 0.9DL +1.6W-X_C21 0.9 11 1.6 PERFORM ANALYSIS PRINT STATICS CHECK*LOAD LIST ALLLOAD LIST 301 TO 351PARAMETER 1CODE AISC UNIFIEDMETHOD ASD*PARAMETER 1**CODE AISCFYLD 250000 MEMB 3 4 6 11 13 21 TO 25 27 36 66 67 80 81 84 85 88 89 93 97 -98 118 123 124 147 TO 149 154 155 180 185 186 216 217 236 TO 241 264 TO 271 -276 279 280 287 320 TO 323 352 379 387 391 396 398 403 405 415 418 421 427 -434 441 446 450 454 455 458 462 463 466 470 474 475 478 483 484 487 491 494 -495 497 499 502 503 505 506 508 509 511 515 522 528 531 534 537 540 -556 TO 563 565 TO 567 569 585 587 589 603 604 606 TO 608 610 612 TO 614 616 -619 TO 632 634 TO 639 652 653 656 TO 667 681 TO 683 685 687 TO 705 -708 TO 715 718 TO 721 728 TO 731 738 TO 743 750 751 753 754 756 757 759 760 -762 763 765 766 772 TO 774 777 798 799 802 TO 886 888 TO 895 897 TO 920 922 -923 925 928 TO 930KY 2 MEMB 21 TO 24 80 81 97 98 123 124 154 155 185 186 216 217 320 321LY 1.1 MEMB 21 23 80 97 123 154 185 216LZ 6.35 MEMB 682 683 685 687 892 894LY 2.1 MEMB 22 24 81 98 124 155 186 217 320 321KZ 2 MEMB 3 4 21 TO 24 80 81 97 98 123 124 147 148 154 155 185 186 216 217 -320 321 603 607 613 620 622 624 626 628 630 632 738 TO 743 750 751 753 754 -756 757 759 760 762 763 765 766 772 773 922LZ 6.85 MEMB 3 22 24 81 98 124 147 155 186 217 320 321 607 613 738 TO 743 -750 751 753 754 756 757 772 773LZ 12 MEMB 6 13 93 118 149 180 556 TO 562 681 688 689 720 721 730 731LZ 5.85 MEMB 4 21 23 80 97 123 148 154 185 216 603 620 622 624 626 628 630 -632 759 760 762 763 765 766 922LZ 4.76 MEMB 455 463 475 484 531 534 537 540 802 804 TO 807 814 815 818 821 -824 839 842 845 848 851 854 859 869 923 925LZ 5.01 MEMB 808 811 878 929LZ 5.51 MEMB 809 810 873 882LZ 4.11 MEMB 803 864************* ROOF DEFLECTION L/300 ***************************************DFF 300 MEMB 6 11 13 66 67 84 85 93 118 149 180 236 TO 241 264 TO 271 387 -396 403 446 450 454 458 462 466 470 474 478 483 487 491 499 502 505 508 511 -556 TO 562 587 681 688 TO 691 720 721 730 731DJ1 6 MEMB 681 688 720 721DJ2 263 MEMB 681 688 720 721DJ1 11 MEMB 13 557DJ2 12 MEMB 13 557DJ1 7 MEMB 6 556DJ2 8 MEMB 6 556DJ1 49 MEMB 93 558

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

DJ2 50 MEMB 93 558DJ1 58 MEMB 118 559DJ2 59 MEMB 118 559DJ1 67 MEMB 149 560DJ2 68 MEMB 149 560DJ1 76 MEMB 180 561DJ2 77 MEMB 180 561DJ1 85 MEMB 562 689 730 731DJ2 86 MEMB 562 689 730 731DJ1 6 MEMB 66 396DJ2 12 MEMB 66 396DJ1 12 MEMB 67 403DJ2 8 MEMB 67 403DJ1 8 MEMB 85 474DJ2 50 MEMB 85 474DJ1 50 MEMB 270 478DJ2 59 MEMB 270 478DJ1 59 MEMB 267 483DJ2 68 MEMB 267 483DJ1 68 MEMB 271 487DJ2 77 MEMB 271 487DJ1 77 MEMB 265 491DJ2 86 MEMB 265 491DJ1 263 MEMB 470 587DJ2 11 MEMB 470 587DJ1 11 MEMB 11 466DJ2 7 MEMB 11 466DJ1 7 MEMB 84 462DJ2 49 MEMB 84 462DJ1 49 MEMB 269 458DJ2 58 MEMB 269 458DJ1 58 MEMB 268 454DJ2 67 MEMB 268 454DJ1 67 MEMB 266 450DJ2 76 MEMB 266 450DJ1 76 MEMB 264 446DJ2 85 MEMB 264 446DJ1 300 MEMB 387 691DJ2 94 MEMB 387 691DJ1 94 MEMB 236 499DJ2 93 MEMB 236 499DJ1 93 MEMB 237 502DJ2 95 MEMB 237 502DJ1 95 MEMB 238 505DJ2 96 MEMB 238 505DJ1 96 MEMB 239 508DJ2 97 MEMB 239 508DJ1 97 MEMB 240 511DJ2 98 MEMB 240 511DJ1 98 MEMB 241 690DJ2 299 MEMB 241 690*DFF 300 MEMB 25 27 36 88 89 276 279 280 287 322 323 352 379 391 398 405 415 -*418 421 427 434 441 494 495 634 TO 639 718 719 728 729 774 777*DJ1 116 MEMB 352 719

file:///C|/...Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14]

*DJ2 303 MEMB 352 719*DJ1 303 MEMB 718 322*DJ2 18 MEMB 718 322*DJ1 117 MEMB 729 379*DJ2 304 MEMB 729 379*DJ1 304 MEMB 728 323*DJ2 89 MEMB 728 323*DJ1 19 MEMB 27 391*DJ2 25 MEMB 27 391*DJ1 25 MEMB 36 398*DJ2 21 MEMB 36 398*DJ1 21 MEMB 89 405*DJ2 54 MEMB 89 405*DJ1 333 MEMB 774 777*DJ2 334 MEMB 774 777*DJ1 63 MEMB 634 635*DJ2 72 MEMB 634 635*DJ1 72 MEMB 276 415*DJ2 81 MEMB 276 415*DJ1 81 MEMB 279 418*DJ2 90 MEMB 279 418*DJ1 18 MEMB 25 421*DJ2 24 MEMB 25 421*DJ1 24 MEMB 494 495*DJ2 20 MEMB 494 495*DJ1 20 MEMB 88 427*DJ2 53 MEMB 88 427*DJ1 53 MEMB 636 637*DJ2 62 MEMB 636 637*DJ1 62 MEMB 280 434*DJ2 71 MEMB 280 434*DJ1 71 MEMB 638 639*DJ2 80 MEMB 638 639*DJ1 80 MEMB 287 421*DJ2 89 MEMB 441 421CHECK CODE ALLSTEEL TAKE OFF ALLPERFORM ANALYSIS PRINT ALLFINISH