LY and LZ Explained.pdf

9/28/12www.sefindia.org :: View topic - Calculation of Kz, Ky, Ly and Lz www.sefindia.org STRUCTURAL ENGINEERING FORUM OF INDIA [SEFI] Search Like Subscriptions Digest Preferences Profile FAQ 7.8k Send Search Memberlist Usergroups Log in to check your private messages Register Security Tips Donate Log in Calculation of Kz, Ky, Ly and Lz Goto page 1, 2 Next www.sefindia.org Forum Index -> SEFI General Discussion View previous topic :: View next topic Author sbarwal1 SEFI R e gulars Message Poste d: Mon Mar 07, 2011 10:59 am Post subje ct: C alculation 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. Joine d: 26 Jan 2003 Posts: 29 For reference I have attached one shelter model in *.txt format Regards, Sandeep. chemical storage shelter.txt Description: Filename: chemical storage shelter.txt Filesize: 37.84 KB Downloaded: 332 Time(s) Download Back to top suresh_sharma SEFI Stars Joine d: 23 Mar 2011 Posts: 602 Poste d: Sun Apr 10, 2011 7:22 pm Post subje ct: 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 debayan W ise Pe rson Poste d: Mon Apr 11, 2011 8:57 am Post subje ct: @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 Joine d: 25 Jul 2008 Posts: 79 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). www.sefindia.org/forum/viewtopic.php?t=9438 1/6 9/28/12 www.sefindia.org :: View topic - Calculation of Kz, Ky, Ly and Lz 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: Filename: Lz.pdf Filesize: 21.88 KB Downloaded: 425 Time(s) Download Ly.pdf Description: Filename: Ly.pdf Filesize: 21.82 KB Downloaded: 311 Time(s) Download Back to top suresh_sharma SEFI Stars Poste d: Mon Apr 11, 2011 10:54 pm Post subje ct: I could now understand what you mean to convey about Lx and Ly but how can the Kx and Ky Joine d: 23 Mar 2011 Posts: 602 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_sharma SEFI Stars Poste d: Mon Apr 11, 2011 11:10 pm Post subje ct: Lx and Kx should be considered as Lz and Kz in my above reply. Joine d: 23 Mar 2011 Posts: 602 Back to top www.sefindia.org/forum/viewtopic.php?t=9438 2/6 9/28/12 Back to top Ramakrishna Ge ne ral Sponsor www.sefindia.org :: View topic - Calculation of Kz, Ky, Ly and Lz Poste d: Tue Apr 12, 2011 9:58 am Post subje ct: C alculation 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 Joine d: 14 Nov 2009 Posts: 51 --- On Mon, 4/11/11, debayan <forum @sefindia.org> wrote: Quote: From: debayan <[email protected]> Subject: [SEFI] Re: C alculation of Kz, Ky, Ly and Lz To: [email protected] Date: Monday, April 11, 2011, 8:57 AM @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). 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 Member Member Member no no no no 320 :- Ly = 2.09 m and Lz = 1.09 m 22 :- Ly = 2.09 m and Lz = 5.76 m 738 :- Ly = 4.76 m and Lz = 5.76 m 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 Posted via Email Back to top suresh_sharma SEFI Stars Poste d: Tue Apr 12, 2011 2:08 pm Post subje ct: I believe your conception about Lez = Kz X Lz is correct but please but let me know how shall I Joine d: 23 Mar 2011 Posts: 602 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? www.sefindia.org/forum/viewtopic.php?t=9438 3/6 Ky. Ly and Lz Back to top bijay sarkar SEFI Stars Poste d: Tue Apr 12. As during creation of the secondary beam. As per prevailing method. 2011 3:46 pm Post subje ct: Dear Er Suresh Sharma & Others. Therefore. Ky. Lz. Ly and UNL as per Staad 2006) are required in Staad as input. Say.php?t=9438 4/6 . Ly = 3. Ly = 3M. Now. Joine d: 14 De c 2009 Posts: 258 In Staad. Therefore LeffZaxis = Column Centre to Column Centre = 6M say. Ky. LeffYaxis = 0. we are to provide multiplication factors which are Kz. a beam member is pin connected at both ends with columns. It means that default values of these parameters are Lz = 3M. Combination of these. Kz is about or along local z axis of column? As in staad manual: Kz : K value in local Z axis.org :: View topic . we consider centre to centre of the beam as its effective length in the major axis.sefindia.9/28/12 www. you should be cautious about that node in defining Kz. Ly = 3 Now as the beam is shear connected at ends. regards. Ly. Therefore.e. UNL = 3M. UNL = 6 These three parameters so far the effective lengths of the members are concerned (i. Ky. You can directly put these length parameters as Lz. Here staad model comes into play. i. This is a software oriented problem which must be taken care of. Ky = 1. i. how to calculate these Kz. If we intend these parameters changed as required for actual case. Ky = 1. UNL and also u can put these parameters indirectly through Kz. UNF. Ly.sefindia. UNL = 6 Or. Ky.e.e. UNF. UNF. Lz = 6 Now say one secondary floor beam is connected to this main beam at centre. UNF = 2.5 * 6 = 3M. If someone do not provide these parameters. if there is no vertical bracing supporting the beam from underneath. i. Many of the design engineers are not considering this kind of node creation. UNL. UNF = 2 Or. we consider. bijay sarkar Back to top sbarwal1 SEFI R e gulars Poste d: Tue Apr 12.org/forum/viewtopic.e. 2011 3:57 pm Post subje ct: I have a basic question. Kz = 2. Kz = 2. Input Parametrs : Lz = 6. staad takes node to node distance as the Lz. effective length parameters for each and every member are to be given as input along with other design parameters.Usually major axis Joine d: 26 Jan 2003 Posts: 29 And www. there is no torsional resistance at ends. UNF.Calculation of Kz. a node has been created at mid length. sefindia. Node to Node distance.sefindia.org :: View topic .9/28/12 www. bijay sarkar Back to top Display posts from pre vious: All Posts Oldest First Go www. H ani H arish E ldhose www.Calculation of Kz.e. Ky. 2011 4:02 pm SEFI Stars Post subje ct: Kz is a factor of Lz. Ly and Lz LZ: Length to calculate slenderness ratio for buckling about local Z axis. regards. Back to top bijay sarkar Poste d: Tue Apr 12.org Forum Index -> SEFI General Discussion All tim e s are GMT + 5.5 Hours Goto page 1.sefindia. 2 Next Page 1 of 2 Jum p to: Translation: Translate topic SEFI General Discussion Go Go You cannot post ne w topics You cannot re ply to topics You cannot e dit your posts You cannot de le te your posts You cannot vote in polls You cannot attach file s You can download file s in in in in in in in this this this this this this this forum forum forum forum forum forum forum © 2003.php?t=9438 U mesh Rupesh S anthoshv asu P admakar M anjunath Jaw ad A nu Justin S hrushanth S uresh 5/6 .org/forum/viewtopic. The other factor of Lz is the default value of staad i. Joine d: 14 De c 2009 Posts: 258 Kz is about local Z .axis. Indian Domain Registration Structural Engineering Forum of India on Facebook Like 7. 2008 SEFINDIA.842 people like Structural Engineering Forum of India. Back to top bijay sarkar SEFI Stars Poste d: Tue Apr 12. bijay sarkar Back to top suresh_sharma SEFI Stars Poste d: Tue Apr 12. If u provide factors. If you provide effective lengths Lz. In majority of the sway frames the effective length factor will work out to more than 1. regards. UNL are effective lengths.org STRUCTURAL ENGINEERING FORUM OF INDIA [SEFI] Search Like Subscriptions Digest Preferences Profile FAQ 7.sefindia. UNL then staad will simply calculate the slenderness ratio of the member for calculating the permissible stress of the member for design verification. Ky.Calculation of Kz.. Ly. It depends on end fixity condition of the member. Ly and Lz Goto page Previous 1. Ly. Only one set of data are to be provided in staad.org/forum/viewtopic. 2011 9:00 pm Post subje ct: No No.php?t=9438&postdays=0&postorder=asc&start=10&sid=087d8bee… 1/4 . Joine d: 14 De c 2009 Posts: 258 Kz.. Back to top bijay sarkar SEFI Stars Poste d: W e d Apr 13.org Forum Index -> SEFI General Discussion View previous topic :: View next topic Author suresh_sharma SEFI Stars Joine d: 23 Mar 2011 Posts: 602 Message Poste d: Tue Apr 12. lengths.org :: View topic .. we are to decide which structure is a sway frame & which www. 2 www.sefindia. Ky. Sarkar that Kz and Lz have nothing to do with slenderness ratio or effective length factor. In steel structure.either factors or Eff. i have not found any engineer to calculate it from Beta1 and Beta2 which are cumbersome. 2011 8:46 pm Post subje ct: Now I come to the conclusion after going into the posting of Mr. In fact the minimum value of the factor for the sway frame is 1. Before Beta1 and Beta2. 2011 11:51 pm Post subje ct: Mr. 2011 7:57 am Post subje ct: As the discussion was going on based on a staad file of steel structure. Sarkar. Ly and Lz www.sefindia. staad will itself calculate the effective lengths for further calculation of the slenderness ratio of the member.. If this is the case then Staad is not considering effective length for design in the true spirit of the code. Ky. my all above postings are Joine d: 14 De c 2009 Posts: 258 related with steel structures where effective length factors may be less than 1 such as truss members and bracing members. do you mean to say that Ly and Lz which in majority of the cases are node to node Joine d: 23 Mar 2011 Posts: 602 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.sefindia. UNF are effective length factors and Lz.9/28/12 www.8k Send Search Memberlist Usergroups Log in to check your private messages Register Security Tips Donate Log in Calculation of Kz. Ly : Unsupported Length in local Y axis – for a column modelled in STAAD it is Clear distance between beams parallel to local Z direction. Please refer to following definitions: <xml><o> </o> 1. Lz seperate and Ky. it is assumed as unity i.e for non-sway frame. Kz seperate just because it is easy for someone to verify if the particular STAAD file is given to someone for checking. Ley : Effective Length in Y Axis = KY x LY www. Joine d: 25 Jul 2008 Posts: 79 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. so it might have a new method to calculate Ky and Kz. Ly and Lz cumbersome. Lz : Unsupported Length in local Z axis – for a column modelled in STAAD it is Clear distance between beams parallel to local Y direction. 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 JVCSNL SEFI Stars Joine d: 26 Jan 2003 Posts: 124 Poste d: W e d Apr 13. 2011 9:19 pm Post subje ct: 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. Ky. 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. bijay sarkar Back to top debayan W ise Pe rson Poste d: W e d Apr 13. we are to decide which structure is a sway frame & which one is a non-sway frame. Joine d: 25 Jul 2008 Posts: 79 Personally I feel it is better to give Ly. Back to top debayan W ise Pe rson Poste d: W e d Apr 13. KY : Effective Length Factor for calculation of slenderness in Y axis 4. the distance being Top of lower side element and bottom of upper element 2. 2011 8:51 am Post subje ct: @Suresh Sharma:. 2011 8:40 am Post subje ct: Some people have the habit of giving one length only. Under the circumstances please guide me as to how to go about it. KZ : Effective Length Factor for calculation of slenderness in Z axis 5.Actually I have yet to work thoroughly on the new IS code. K factor cannot be calculated in STAAD. which they usually give by multipliying the kx or kz factor along with the actual length. regards. 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.org :: View topic . That. That is absolutely permissible provided you don't ge confused. I feel gives a far accurate picture. the distance being Top of lower side element and bottom of upper element 3. 2011 10:04 pm Post subje ct: Dear All.php?t=9438&postdays=0&postorder=asc&start=10&sid=087d8bee… 2/4 . Similar clause is also in IS 800-2007. Before Beta1 and Beta2. In the braced direction.sefindia.sefindia. Back to top suresh_sharma SEFI Stars Joine d: 23 Mar 2011 Posts: 602 Poste d: W e d Apr 13. But I clearly remember in the older code the Max value of K was 2 (for cantilever members). Anyways. It is based on limit state method.9/28/12 www.org/forum/viewtopic. this factor is considered greater than unity in the direction of moment frame which is assumed as sway frame direction. In case of columns. lets not get confused and you stick to the code that you are following at present.Calculation of Kz. these parameters are applicable to columns or beam-columns. if you can calculate the rotational stiffness of joint at both ends.sefindia.org/forum/viewtopic. in case of column fixed at both ends. <o> </o> In actual 3D models. which is multiplication of K and L in appropriate direction. Lez : Effective Length in Z Axis = KZ x LZ Ley and Lez are the end results that matter the member most. Buckling analysis an eigen value problem and difficult to solve manually and hence. 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. According to my experience. the buckling will occur between 0. Ley and Lez are required to calculate the type of column in particular direction and do needful for the slenderness effects in particular direction. For un-braced (sway frame) frame it is greater than unity. For example. whereby it calculates the appropriate length in each direction. You need to provide necessary input (k and L) to calculate effective lengths.Calculation of Kz. whether it is steel or concrete. Wood has suggested such simplified charts in early seventies. 2011 7:15 am Post subje ct: Mr. www. Jignesh Chokshi Back to top suresh_sharma SEFI Stars Joine d: 23 Mar 2011 Posts: 602 Poste d: Thu Apr 14. 2011 7:30 pm Post subje ct: Dear Suresh.php?t=9438&postdays=0&postorder=asc&start=10&sid=087d8bee… 3/4 . To calculate the effective length factors one has to understand the buckling phenomena. ETABS and SAP do have some features. which is very important parameter for strength of compression members. The rotational stiffness is calculated based on stiffness of column element and end condition of beam elements at column ends. <o> </o> Regards. one may refer the paper published by Wood in the Structural engineer in seventies and book theory of elastic stability by Timoshenko. the physical members are divided at many node points to form the geometry of the structures. In case of cantilever. Ky. the purpose of these parameters is to appropriately consider the compression capacity of the element under design. Effective length factor for braced (non-sway) frame is less than unity.sefindia. Ly and Lz 5. They are design parameters required for design of elements and not used in analysis. the effective length factor of such crane columns in major axis is as high as 5.9/28/12 www. effective length is the distance between two points between which the compression member buckle. for crane columns. the same is 2(two) as the first point is at fixed end and the second point is at imaginary end which is mirror from free end. the factor UNL is unsupported length to calculate the bending stress (based on lateral torsional buckling) and shall not be confused with Ly or Lz which are used for calculation of compressive stresses. For more on the buckling and effective lengths. Whether it is steel or concrete column. The terms beta1 and beta2 represent the stiffness of beam column element at two ends of compression members. Hence. The buckling of member depends on its rotational stiffness at each end. Basically.org :: View topic . the programs do not identify the physical members unless they are defined using these parameters. These parameters are necessary to calculate the slenderness ratio of member. For design of steel beams in STAAD. For concrete structures. Hence. the same is very important in case of heavier cranes as stepped column is a non prismatic member and its buckling behaviour is quite complex. Also. Am I correct? Back to top JVCSNL SEFI Stars Poste d: Thu Apr 14. the calculation of effective length factors is very important and is being done. Usually. The members between such nodes can be termed as analytical members. For a multi-storeyed steel structure having moment connections at floors. STAAD do have option of physical member modelling.7m length (portion near ends not buckled). Ley : Effective Length in Y Axis = KY x LY 6.Chokshi. Joine d: 26 Jan 2003 Posts: 124 Your understanding is correct. effective lengths can be calculated. sefindia.. you also check one or two designs manually for understanding and validating the design inputs. Jignesh Chokshi Back to top Display posts from pre vious: All Posts Oldest First Go www.. 2008 SEFINDIA. Ly and Lz I also suggest that after you perform design in any commercial software.843 people like Structural Engineering Forum of India. Regards.org/forum/viewtopic.org :: View topic .$100 Million Invested by FEMA for Post-Tsunami Disaster Relief for American .sefindia. A nu Justin S asw ata H esham S andeep E ldhose Rupesh E dw in A rsalan M urugan Jay deep H ani V inay Jaw ad E r Bharat G urdeep S antosh S anthoshv asu A bhishek Jignesh H arish Deepak M ukul S utjapan P admakar P arth F acebook social plugin tsunami earthquake LoanSafe .9/28/12 www.php?t=9438&postdays=0&postorder=asc&start=10&sid=087d8bee… pinalakas ng pinalakas ng 4/4 . KTVL .Calculation of Kz. Indian Domain Registration Structural Engineering Forum of India on Facebook Like 7.Seismologists report earthquakes in Alaska www. Ky.org Forum Index -> SEFI General Discussion All tim e s are GMT + 5.sefindia. 2 Page 2 of 2 Jum p to: Translation: Translate topic SEFI General Discussion Go Go You cannot post ne w topics You cannot re ply to topics You cannot e dit your posts You cannot de le te your posts You cannot vote in polls You cannot attach file s You can download file s in in in in in in in this this this this this this this forum forum forum forum forum forum forum © 2003.5 Hours Goto page Previous 1. . 09 m 2 LY & LZ 3D Rendered View Print Time/Date: 16/05/2013 09:55 STAAD.std Date/Time Chd 16-May-2013 09:33 307 153 720 66 6 873 814 874 798 351 337 750 = 3.15 m 804 266 809 604 313 813 876 150 738 = 1.04.07.Pro for Windows 20.61 m 306 27 19 719 22 = 1 m 116 320 = 1.Job No Sheet No Rev 1 Part Software licensed to KEPCO-ENC Job Title Ref Ly and Lz By Client File Date23-Aug-10 Structure1.12 Print Run 1 of 1 . . 55 3.45 12.15 12.3 0. 293 36 4.75. 56 24 0. 2 0 0.15 11.15 7. 265 0 4.54 6. 149 67 97. 240 97 211.15 11. 355 42 4.15 11. 66 6 153.54 0.5 4. 154 71 65. 88 20 172. 206 3 6.15 0. 299 42 6.15 12.8 5. 316 24 4. 275 30 4. 210 27 6. 311 42 7. 313 0 4. 356 40.97333. 276 30 4.02 3. 193 9 6. 309 42 1. 337 3 4. 123 62 56. 239 96 210.54 3.87 0.3 0. 49 18 6. 154 9 2. 8 12 7. 199 21 7. 304 42 1.45 12.15 2.195 12.54 0. 75 36 0. 117 42 1. 276 72 164.98. 238 95 209. 71 30 1. 283 6 4.54 12.5 4.8 5. 81 36 2.15 12. 372 39 4. 80 36 1. 85 8 197. 95 18 6. 366 42 4. 66 30 0.15 0. 300 0 6.15 3.54 12.3 12. 341 33 4. 333 18 3.25. 180 76 98.15 12.8 5. 365 42 4.15 6. 349 21 5. 98 36 6.98.3 0. 6 0 7. 124 63 57.15 0. 76 36 6. 57 24 0. 83 42 0.87 12. 279 81 166. 157 9 7.75. 81 25 46.3 0.54 12. 282 6 4.98.15 4. 209 21 6.98. 62 24 1.45 0. 373 42 4. 4 7 284. 25 18 168.15 11. 292 36 4.45 12. 361 40. 360 40.87 12.15 12. 281 0 4.27 9.87 0. 201 27 7. 241 98 212. 18 0 1. 347 3 3. 89 21 158.54 6.8 5.3 12.25. 344 27 3. 350 21 3.15 0. 374 42 4.%20Jang)/Ly%20and%20Lz/Sample%20File. 195 3 6.15 0. 211 33 6.54 9. 98 54 48. file:///C|/. 80 24 45. 270 50 199.05 9. 216 89 83. 315 18 4. 168 3 1.3 0.45 12.45 0.15 11. 364 42 4. 170 9 1. 118 58 96.5 4. 11 11 193. 23 20 3.3 0.45 0.15 6.98. 180 39 1. 270 12 4. 208 15 6.05 9. 162 27 2.25.45 6. 302 42 0. 147 68 275. 205 39 7.3 12.3 0. 271 68 203. 338 9 4.15 0.3 12. 65 30 0.3 12.15 11. 72 30 2.54 0. 53 18 1. 176 27 1.5 4.15 0. 36 25 154. 67 12 157.54 12.8 5.54 0.87 0.45 12.54 12. 86 42 7. 278 36 4.15 0.54 12.3 12.15 9. 21 18 1. 272 18 4.8 5. 97 30 6.3 12. 67 30 6.54 12.15 12. 185 33 6.54 12. 174 21 1.97333.45 0. 150 3 2. 185 80 74.15 4.65 6.54 12.15 0. 54 18 2. 212 39 6. 291 30 4.98.54 12. 312 42 6. 352 0 4.45 12.8 5.87 0.25.54 0. 48 18 0.54 0.3 0. 237 93 208. 47 18 0.87 12. 164 33 2.3 12.45 12.54 0. 362 40. 84 42 0.8 5. 183 39 6.54 0.15 0.98. 269 12 4. 265 77 205. 93 49 95.19 12.8 6. 339 15 4.5 4.25. 303 0 1.45 0. 351 0 4.87 12. 50 18 7.98.3 0. 166 39 2.15 11. 264 76 183.98. 58 24 6. 22 19 116.3 0. 85 42 6. 285 12 4. 11 6 6.8 5.8 5.54 12. 178 33 1. 153 3 7. 289 24 4. 367 42 4. 267 59 201. 301 0 0.15 0. 308 0 6. 288 24 4. 77 36 7. 93 12 6. 266 67 185.8 6.75.3 12.3 12. 286 18 4.STAAD SPACE START JOB INFORMATION ENGINEER DATE 23-Aug-10 END JOB INFORMATION INPUT WIDTH 79 SET NL 100 UNIT METER KN JOINT COORDINATES 1 0 0. 336 21 3.45 0.55 3.3 12.15 7. 63 24 2. 317 36 4.3 12. 25 6 2.15 9. 358 40. 19 0 2. 96 24 6. 342 39 3.98. 45 6 0.txt[2013-05-16 오전 9:58:14] .45 12.15 0.98. 191 15 6. 6 7 93. 27 19 150.3 0. 68 30 7. 334 24 3.54 9.25.54 0. 21 12 2.15 0.54 0.75. 90 42 2. 318 42 4. 307 0 7. 236 94 207. 287 80 180.3 0. 274 24 4.75.3 0.8 5. 294 42 4. 287 18 4. 371 39 4. 187 27 6. 310 42 1. 266 0 4.15 0.Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr. 268 58 187. 370 42 2.45 0.87 12.15 12.54 12.15 9.3 12.75. 269 49 189. 24 6 1. 4 12 0.8 5.98. 46 6 0. 217 90 117..54 0. 116 0 1. 24 21 4.. 280 62 176.45 0. 363 40. 290 30 4. 74 36 0. 3 12 0.54 0.15 0. 340 27 4.54 0.09 0. 94 6 6.15 12.45 6.98667.54 12. 13 11 94. 207 9 6. 203 33 7. 7 12 6. MEMBER INCIDENCES 3 8 269.54 12. 158 15 2.87 0. 314 6 4.15 0.3 12.3 0. 305 0 1.5 4. 172 15 1.87 0.87 12.98667.5 4.15 12. 197 15 7. 59 24 7. 359 40. 345 15 3. 268 6 4. 346 9 3. 189 21 6.3 0.19 12.3 12. 84 7 191.15 0.15 12. 148 67 290.87 0. 20 12 1.8 5.25.54 12. 155 72 66.54 0. 284 12 4. 12 6 7.98.75.15 2. 343 33 3. 306 0 1. 348 39 4.54 0. 263 0 6. 186 81 75.54 12. 89 42 1.19 12. 357 42 2. 97 53 47.54 3. 766 85 294. 798 6 337. 721 308 300. 920 365 359. 639 178 80. 924 359 371. 833 58 344. 405 158 54. 607 269 21. 828 263 347. 805 180 342. 434 176 71. 928 373 365. 902 360 361. 505 209 96. 540 178 343. 854 347 195. 869 350 189. 862 50 349. 508 210 97. 904 362 363. 906 364 373. 565 208 197. 864 349 199. 701 210 68. 658 76 211. 826 341 72. 323 89 309.320 116 2. 905 363 359. 919 362 365. 885 299 373. 441 180 89. 629 291 290. 861 348 81. 729 310 117. 751 12 314. 930 374 367. 656 85 212. 843 343 71. 689 85 312. 823 340 63. 898 358 360. 634 63 162. 560 97 68. 802 166 371. 866 349 59. 494 24 170. 662 49 208. 889 374 299. 840 342 80. 613 275 72. 907 365 318. 458 189 58. 626 288 62. 663 7 208. 415 164 81. 450 185 76. 811 309 374. 914 363 365. 657 76 212. 534 170 346. 698 209 50. 884 373 86. 691 300 206. 848 345 191. 835 76 343. 903 361 356. 895 356 357. 537 164 341. 901 359 318. 418 166 90. 760 11 282. 682 300 303. 888 89 374. 403 157 8. 834 67 344. 620 282 24. 830 11 346. 893 356 355. 632 294 370. 913 362 364. 808 305 352. 743 318 90. 699 209 59. 838 76 342. 710 8 339. 847 344 62. 855 347 18. 810 310 373. 352 303 306. 772 333 54. 695 207 8. 762 49 286. 666 11 206. 750 6 313. 874 351 6. 916 366 361. 700 210 59.. 909 367 355. 860 348 90. 824 341 203. 812 337 25. 697 208 50. 720 307 6. 659 67 211. 850 345 53. 831 49 345. 497 195 206.. 616 278 317. 715 77 341. 711 50 339. 773 334 63. 606 268 314. 567 210 201. 638 71 178. 692 206 6. 926 358 372. 872 303 351. 712 59 340. 839 342 372.05e+008 POISSON 0. 637 174 62. 703 211 77. 879 352 300. 730 311 86. 825 341 81. 499 207 93. 754 59 316. 561 98 77. 557 94 12.3 file:///C|/. 636 53 174. 819 339 54. 719 306 116. 728 309 304. 908 366 374. 922 370 89. 569 212 205. 462 191 49. 446 183 85. 475 158 339. 660 67 210. 622 284 20. 667 263 206. 799 12 337. 827 11 347. 623 285 284. 917 361 355. 614 276 275. 705 212 86. 765 76 292. 483 201 68. 851 346 193.%20Jang)/Ly%20and%20Lz/Sample%20File. 875 300 351. DEFINE MATERIAL START ISOTROPIC STEEL E 2. 817 338 25. 739 314 25. 742 317 81. 878 352 308. 873 351 307. 421 168 24. 693 206 12. 702 211 68. 858 86 348. 427 172 53. 511 211 98. 495 170 20. 849 345 20. 891 374 304. 814 337 153. 687 304 302. 653 58 209. 832 7 345. 704 212 77. 881 352 303. 603 265 18. 894 357 304. 918 355 362.txt[2013-05-16 오전 9:58:14] . 585 193 207. 818 339 197. 804 150 337. 841 342 89. 912 361 367. 708 12 338. 694 207 12. 897 355 364. 628 290 71. 683 299 355. 664 7 207. 610 272 315. 391 150 25. 815 338 157. 829 7 346. 900 358 294. 845 344 187. 522 207 157. 856 347 24. 509 187 210. 713 68 340. 466 193 7. 777 336 334. 859 348 205. 731 312 299. 563 206 153. 836 67 343. 883 304 373. 741 316 334. 503 191 208. 531 154 338. 892 355 357. 876 351 116. 690 212 299. 506 189 209. 820 339 21. 911 360 366. 322 18 305. 631 293 292. 714 68 341. 612 274 316. 387 94 206. 809 306 351. 837 85 342. 846 344 71. 661 58 210. 502 208 95. 619 281 265. 396 153 12. 562 299 311. 621 283 282. 857 77 348. 665 11 207.Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr. 867 49 350. 454 187 67. 871 350 58. 321 117 84. 709 8 338. 803 336 349. 853 346 20. 566 209 199. 886 373 117. 880 263 352. 478 199 59. 608 270 269. 915 358 366. 865 349 334. 870 350 62. 806 174 350. 844 343 80. 589 185 211. 455 176 344. 681 300 307. 842 343 185. 813 337 19. 882 373 311. 624 286 53. 774 333 336. 868 53 350. 877 18 352. 925 372 183. 528 211 203. 587 263 195. 852 346 24. 515 183 212. 816 338 21. 559 96 59. 757 86 318. 910 366 294. 863 333 349. 890 85 374. 474 197 50. 756 77 317. 753 50 315. 807 168 347. 763 58 288. 470 195 11. 627 289 288. 738 313 19. 484 162 340. 740 315 333. 558 95 50. 685 303 301. 822 340 72. 379 304 310. 491 205 86. 625 287 286. 696 208 8. 604 266 313. 487 203 77. 688 263 308. 630 292 80. 556 93 8. 759 263 265. 635 162 72. 821 340 201. 652 49 209. 923 371 348. 463 172 345. 899 356 362. 929 374 312. 398 154 21. 718 305 303. 45 END DEFINE MATERIAL MEMBER PROPERTY AMERICAN 652 653 656 TO 667 692 TO 705 TABLE ST L50505 682 683 685 687 892 894 TABLE ST W12X26 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 868 870 871 915 916 TO 920 TABLE ST L30303 455 463 475 484 531 534 537 540 802 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 W8X18 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 TABLE ST W12X26 3 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 W12X65 11 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 W12X26 872 874 TO 877 879 TO 881 883 TO 886 888 TO 891 895 TABLE ST L40404 604 606 608 610 612 614 616 619 621 623 625 627 629 631 TABLE ST W12X65 497 503 506 509 515 522 528 563 565 TO 567 569 585 589 TABLE ST W8X18 CONSTANTS BETA 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 807 814 815 818 821 824 839 842 845 848 851 854 859 864 869 922 923 925 MATERIAL STEEL ALL SUPPORTS 1 TO 4 45 TO 48 56 57 65 66 74 75 301 302 PINNED 83 84 PINNED MEMBER RELEASE 391 396 398 403 405 415 418 421 427 434 441 446 450 454 458 462 466 470 474 478 483 487 491 495 497 499 502 503 505 506 508 509 511 515 522 528 563 565 566 TO 567 569 585 589 635 637 639 690 718 719 728 729 777 893 900 901 911 912 TO 914 END MY MZ 11 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 MZ 814 815 818 821 824 842 845 848 851 854 859 864 869 873 878 882 903 905 924 925 TO 926 929 END FX MY MZ 682 683 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|/..%20Jang)/Ly%20and%20Lz/Sample%20File..txt[2013-05-16 오전 9:58:14] .2e-005 DAMP 0.Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.03 ISOTROPIC MATERIAL1 POISSON 0.DENSITY 77 ALPHA 1. Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.txt[2013-05-16 오전 9:58:14] .15 4.1 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 930 MEMBER LOAD 562 681 688 689 720 721 730 731 UNI GY -0.%20Jang)/Ly%20and%20Lz/Sample%20File.75 6 13 93 118 149 180 497 503 506 509 515 522 528 556 TO 561 563 565 TO 567 569 585 589 UNI GY -1.25 ********************************************************************************************* LOAD 3 LL ** Roof Live Load =0..75 3 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 kN/m2 ****************** *FLOOR LOAD *YRANGE 4.13 6 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.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 920 LOAD 1 DL ** Dead Load =0.15 FLOAD -5 XRANGE 40.2 562 681 688 689 720 721 730 731 UNI GY 1.58 22 603 738 750 759 UNI GX -1..33 217 632 743 757 766 922 UNI GX 1.33 file:///C|/.75 kN/m2 ****************** MEMBER LOAD 562 681 688 689 720 721 730 731 UNI GY -1.5 42 ZRANGE 0 12 GY MEMBER LOAD 897 TO 910 928 930 UNI GY -3.18 internal Pressure) MEMBER LOAD 6 13 93 118 149 180 497 503 506 509 515 522 528 556 TO 561 563 565 TO 567 569 585 589 UNI GY 3.17 682 808 809 873 878 UNI GX -2.25 kN/m2 ****************** SELFWEIGHT Y -1.5 603 632 738 743 750 757 759 766 922 UNI GY -0.17 683 810 811 882 929 UNI GX 2.75 ********************************************************************************************* LOAD 2 LR ** Roof Live Load =0.75 ******************************************************************************************** LOAD 4 W+Z_C1 ****( Wind Load in Z-Dir with +0. 72 3 147 475 484 531 537 607 613 739 TO 742 751 753 754 756 772 773 802 TO 804 814 815 818 821 824 859 864 923 UNI GZ 1.72 682 808 809 873 878 UNI GX -1.46 21 23 24 80 81 97 98 123 124 154 155 185 186 216 320 321 UNI GZ -0..54 21 23 24 80 81 97 98 123 124 154 155 185 186 216 320 321 UNI GZ 0.91 4 148 455 463 534 540 620 622 624 626 628 630 760 762 763 765 805 TO 807 839 842 845 848 851 854 869 925 UNI GZ -1.58 22 603 738 750 759 UNI GX -1.82 603 632 759 766 922 UNI GZ 0.44 217 632 743 757 766 922 UNI GX 0.17 683 810 811 882 929 UNI GX 2.73 3 147 475 484 531 537 607 613 739 TO 742 751 753 754 756 772 773 802 TO 804 814 815 818 821 824 859 864 923 UNI GZ -1.72 683 810 811 882 929 UNI GX 1.17 682 808 809 873 878 UNI GX -2.txt[2013-05-16 오전 9:58:14] .73 4 148 455 463 534 540 620 622 624 626 628 630 760 762 763 765 805 TO 807 839 842 845 848 851 854 869 925 UNI GZ 1.673 685 687 UNI GZ -0.1 562 681 688 689 720 721 730 731 UNI GY 1.18 internal Pressure) MEMBER LOAD 6 13 93 118 149 180 497 503 506 509 515 522 528 556 TO 561 563 565 TO 567 569 585 589 UNI GY 3.681 ******************************************************************************************* LOAD 7 W-Z_C2 ****( Wind Load in Z-Dir with -0.681 ******************************************************************************************* LOAD 6 W+Z_C2 ****( Wind Load in Z-Dir with -0.82 22 217 738 743 750 757 UNI GZ -0.72 file:///C|/.681 ******************************************************************************************** LOAD 5 W-Z_C1 ****( Wind Load in Z-Dir with +0.33 217 632 743 757 766 922 UNI GX 1.46 21 23 24 80 81 97 98 123 124 154 155 185 186 216 320 321 UNI GZ 0.673 685 687 UNI GZ 0.22 217 738 743 750 757 UNI GZ 0.%20Jang)/Ly%20and%20Lz/Sample%20File.1 562 681 688 689 720 721 730 731 UNI GY 1.05 22 603 738 750 759 UNI GX -0.18 internal Pressure) MEMBER LOAD 6 13 93 118 149 180 497 503 506 509 515 522 528 556 TO 561 563 565 TO 567 569 585 589 UNI GY 2.27 4 148 455 463 534 540 620 622 624 626 628 630 760 762 763 765 805 TO 807 839 842 845 848 851 854 869 925 UNI GZ 2.91 3 147 475 484 531 537 607 613 739 TO 742 751 753 754 756 772 773 802 TO 804 814 815 818 821 824 859 864 923 UNI GZ 1.44 603 632 759 766 922 UNI GZ 1.44 22 738 743 750 757 UNI GZ 0.Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.33 603 632 759 766 922 UNI GZ -0.673 685 687 UNI GZ 0.05 22 603 738 750 759 UNI GX -0.2 562 681 688 689 720 721 730 731 UNI GY 1.18 internal Pressure) MEMBER LOAD 6 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.. 17 4 148 455 463 534 540 620 622 624 626 628 630 760 762 763 765 805 TO 807 839 842 845 848 851 854 869 925 UNI GZ -2.73 683 810 811 882 929 UNI GX -1.33 21 23 24 80 81 97 98 123 124 154 155 185 186 216 320 321 UNI GX 0.27 3 147 475 484 531 537 607 613 739 TO 742 751 753 754 756 772 773 802 TO 804 814 815 818 821 824 859 864 923 UNI GZ -2.54 21 23 24 80 81 97 98 123 124 154 155 185 186 216 320 321 UNI GZ -0.72 682 808 809 873 878 UNI GX -1.%20Jang)/Ly%20and%20Lz/Sample%20File.txt[2013-05-16 오전 9:58:14] .681 ******************************************************************************************* LOAD 8 W+X_C1 ****( Wind Load in X-Dir with +0.673 685 687 UNI GX -0.17 3 147 475 484 531 537 607 613 739 TO 742 751 753 754 756 772 773 802 TO 804 814 815 818 821 824 859 864 923 UNI GZ 2.84 562 681 688 689 720 721 730 731 UNI GY 1.673 685 687 UNI GZ -0..73 682 808 809 873 878 UNI GX 1.72 683 810 811 882 929 UNI GX 1.682 808 809 873 878 UNI GX -1.44 217 632 743 757 766 922 UNI GX -0.42 22 603 738 750 759 UNI GX 0.42 22 603 738 750 759 UNI GX -0.46 22 217 738 743 750 757 UNI GZ 1.44 603 632 759 766 922 UNI GZ -0.55 internal Pressure) MEMBER LOAD 6 13 93 118 149 180 497 503 506 509 515 522 528 556 TO 561 563 565 TO 567 569 585 589 UNI GY 2.44 ****************************************************************************************** LOAD 10 W+X_C2 ****( Wind Load in X-Dir with -0.55 internal Pressure) MEMBER LOAD 6 13 93 118 149 180 497 503 506 509 515 522 528 556 TO 561 563 565 TO 567 file:///C|/.17 4 148 455 463 534 540 620 622 624 626 628 630 760 762 763 765 805 TO 807 839 842 845 848 851 854 869 925 UNI GZ -2.55 internal Pressure) MEMBER LOAD 6 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.Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.33 603 632 759 766 922 UNI GZ -1.44 22 217 738 743 750 757 UNI GZ -1.17 3 147 475 484 531 537 607 613 739 TO 742 751 753 754 756 772 773 802 TO 804 814 815 818 821 824 859 864 923 UNI GZ 2.72 683 810 811 882 929 UNI GX 1.84 562 681 688 689 720 721 730 731 UNI GY 1..33 21 23 24 80 81 97 98 123 124 154 155 185 186 216 320 321 UNI GX -0.673 685 687 UNI GX 0.72 4 148 455 463 534 540 620 622 624 626 628 630 760 762 763 765 805 TO 807 839 842 845 848 851 854 869 925 UNI GZ -1.44 217 632 743 757 766 922 UNI GX 0.33 603 632 759 766 922 UNI GZ -1.44 22 217 738 743 750 757 UNI GZ 1.46 217 632 743 757 766 922 UNI GX 0.44 ******************************************************************************************* LOAD 9 W-X_C1 ****( Wind Load in X-Dir with +0. 27 683 810 811 882 929 UNI GX -2.txt[2013-05-16 오전 9:58:14] .72 682 808 809 873 878 UNI GX -1.54 217 632 743 757 766 922 UNI GX 0.27 682 808 809 873 878 UNI GX 2.44 603 632 759 766 922 UNI GZ -0.72 683 810 811 882 929 UNI GX 1.44 22 217 738 743 750 757 UNI GZ 0.44 21 23 24 80 81 97 98 123 124 154 155 185 186 216 320 321 UNI GX -0.76 562 681 688 689 720 721 730 731 UNI GY 0..54 22 217 738 743 750 757 UNI GZ 0.44 217 632 743 757 766 922 UNI GX -1.569 585 589 UNI GY 1.44 ****************************************************************************************** LOAD 12 T+ TEMPERATURE LOAD 3 4 6 11 13 21 TO 25 27 36 66 67 80 81 84 85 88 89 93 97 98 118 123 124 147 148 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 TTEMPERATURE LOAD 3 4 6 11 13 21 TO 25 27 36 66 67 80 81 84 85 88 89 93 97 98 118 123 124 147 148 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|/.72 4 148 455 463 534 540 620 622 624 626 628 630 760 762 763 765 805 TO 807 839 842 845 848 851 854 869 925 UNI GZ -1.Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.88 22 603 738 750 759 UNI GX -0.44 603 632 759 766 922 UNI GZ -0.72 3 147 475 484 531 537 607 613 739 TO 742 751 753 754 756 772 773 802 TO 804 814 815 818 821 824 859 864 923 UNI GZ 1..%20Jang)/Ly%20and%20Lz/Sample%20File.44 21 23 24 80 81 97 98 123 124 154 155 185 186 216 320 321 UNI GX 0.673 685 687 UNI GX 0.673 685 687 UNI GX -0.44 ****************************************************************************************** LOAD 11 W-X_C2 ****( Wind Load in X-Dir with -0.55 internal Pressure) MEMBER LOAD 6 13 93 118 149 180 497 503 506 509 515 522 528 556 TO 561 563 565 TO 567 569 585 589 UNI GY 1.88 22 603 738 750 759 UNI GX 1.72 4 148 455 463 534 540 620 622 624 626 628 630 760 762 763 765 805 TO 807 839 842 845 848 851 854 869 925 UNI GZ -1.76 562 681 688 689 720 721 730 731 UNI GY 0.72 3 147 475 484 531 537 607 613 739 TO 742 751 753 754 756 772 773 802 TO 804 814 815 818 821 824 859 864 923 UNI GZ 1. 2 606 CON GY -13.2 621 CON GZ 1.53 0.59 0.75 0.28 0.0LL+ 1.2 ***************************************************************************************** LOAD 15 CR2 *** ( Crane Load when crane at end bay) MEMBER LOAD 619 CON GX 3.0 3 1.0 PERFORM ANALYSIS CHANGE LOAD 303 1.2 604 CON GY -39.txt[2013-05-16 오전 9:58:14] .06 0.0DL +1.0 15 1.69 0.63 0.2 619 CON GY -58.69 0.2 621 CON GX 1.0CR1 + 1.2 ***************************************************************************************** *************************STEEL MEMBER DESIGN************************ LOAD 301 1.2 625 629 CON GZ 0.2 625 629 CON GY -9.63 0.2 604 CON GX 3.%20Jang)/Ly%20and%20Lz/Sample%20File.0 PERFORM ANALYSIS CHANGE LOAD 302 1.0 14 1.0T+ REPEAT LOAD 1 1.569 585 587 589 603 604 606 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 LOAD 625 629 CON GX 0.2 619 621 CON GZ 4.0 12 1.2 627 CON GX 3.84 0.64 0.0DL +1.2 612 CON GX 3.2 610 614 CON GY -6.0CR2 + 1.19 0.2 610 614 CON GZ 0.0 12 1.56 0.0DL REPEAT LOAD 1 1.2 621 CON GY -19.59 0.25 0.0LL+ 1.53 0.2 606 CON GX 1.77 0.84 0.Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr...0 3 1.2 604 CON GZ 3.2 612 CON GZ 3.75 0.0T+ REPEAT LOAD 1 1.75 0.2 627 CON GZ 4.19 0.75 0.2 606 CON GZ 1.0 PERFORM ANALYSIS CHANGE file:///C|/.2 612 CON GY -39.25 0.78 0.2 610 614 CON GX 0.2 627 CON GY -58. 75 2 0.0 13 0.0CR1 +0..0 14 1.0 12 0.75 PERFORM ANALYSIS CHANGE LOAD 311 1.75 2 0.0CR2 REPEAT LOAD 1 1.0 3 0.75LL+0.0 4 0.0CR1 +0.75 2 0.%20Jang)/Ly%20and%20Lz/Sample%20File.0 2 1.0CR2 +0.0DL +1.0CR1 + 1.5 PERFORM ANALYSIS file:///C|/.75LR+ 1.75LL+0.75 2 0.0 PERFORM ANALYSIS CHANGE LOAD 307 1.0 3 0.75 PERFORM ANALYSIS CHANGE LOAD 310 1.75LR+ 1.0 3 1.75 14 1.0LL+1.0CR2 + 1.0LL+1.0 14 1.75 14 1.0 3 0.0 15 1.0 13 1.5W+Z_C2 REPEAT LOAD 1 1.75 2 0.75LL+0.75TREPEAT LOAD 1 1.0DL +0.0TREPEAT LOAD 1 1.0CR1 +0.0 3 0.0 PERFORM ANALYSIS CHANGE LOAD 305 1.0 12 0.75LR+ 1.75LL+0.0CR1 REPEAT LOAD 1 1.75TREPEAT LOAD 1 1.75 14 1.0 3 0.75 PERFORM ANALYSIS CHANGE LOAD 309 1.75LR+ 1.0 5 0.5W+Z_C1 REPEAT LOAD 1 1.0CR1 +0.0 13 0.0DL + 1.75LL+0.0DL +0.0 PERFORM ANALYSIS CHANGE LOAD 308 1.0DL +0.0 15 1.75 15 1.0 3 0.LOAD 304 1.0 PERFORM ANALYSIS CHANGE LOAD 306 1.75 PERFORM ANALYSIS CHANGE LOAD 312 1.0CR1 +0.0DL +1.0DL + 1.75LL+0.Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.0 13 1.txt[2013-05-16 오전 9:58:14] .75T+ REPEAT LOAD 1 1..75LR+ 1.0DL +0.75T+ REPEAT LOAD 1 1.0DL +0.5 PERFORM ANALYSIS CHANGE LOAD 314 1.0 6 0.75 14 1.75LR+ 1.75 2 0.5W-Z_C1 REPEAT LOAD 1 1.0 2 1.75 15 1.5 PERFORM ANALYSIS CHANGE LOAD 313 1.75 2 0.0LR+ 1.0DL +0.75LL+0.0 3 1.0TREPEAT LOAD 1 1.0LR+ 1.75LR+ 1.0 3 0.0CR2 +0.0DL +0.75 14 1. 75 14 1.0DL +0.75 2 0.0DL +0.5W-Z_C1 REPEAT LOAD 1 1.0CR1 +0.75LR+ 1.0CR2 +0.75 2 0.0 6 0.75LL+0..5W-X_C2 REPEAT LOAD 1 1.75LL+0.75LR+ 1.75 14 1.0 8 0.0DL +0.5 PERFORM ANALYSIS CHANGE LOAD 319 1.0CR1 +0.5 PERFORM ANALYSIS CHANGE LOAD 317 1.75LR+ 1.75 2 0.0 3 0.0CR2 +0.75LR+ 1.0 11 0.5W-X_C1 REPEAT LOAD 1 1.0DL + 0.0CR2 +0.Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.%20Jang)/Ly%20and%20Lz/Sample%20File.75 2 0.5W+Z_C1 REPEAT LOAD 1 1.0 3 0.75 2 0.75LL+0.0 3 0.0DL + 0.75LL+0.0DL +0.75 15 1.5W-Z_C2 REPEAT LOAD 1 1.75 15 1.75 2 0.5 file:///C|/.75 14 1..75LR+ 1.75 2 0.5 PERFORM ANALYSIS CHANGE LOAD 318 1.0 5 0.0CR2 +0.75 2 0.0 3 0.75LR+ 1.0 8 0.0DL +0.5W-Z_C2 REPEAT LOAD 1 1.0 3 0.75 2 0.75LL+0.75 2 0.0 7 0.5 PERFORM ANALYSIS CHANGE LOAD 320 1.5 PERFORM ANALYSIS CHANGE LOAD 322 1.75LL+0.75LR+ 1.75LL+0.5 PERFORM ANALYSIS CHANGE LOAD 316 1.75LR+ 1.0 3 0.5W+Z_C2 REPEAT LOAD 1 1.0 4 0.75 15 1.0CR2 +0.75 14 1.75LR+ 1.0 10 0.75 14 1.0CR1 +0.0 3 0.75LL+0.0DL +0.5 PERFORM ANALYSIS CHANGE LOAD 325 1.txt[2013-05-16 오전 9:58:14] .5W+X_C2 REPEAT LOAD 1 1.5W+X_C1 REPEAT LOAD 1 1.5 PERFORM ANALYSIS CHANGE LOAD 321 1.0 7 0.0 3 0.0 9 0.75LL+0.5 PERFORM ANALYSIS CHANGE LOAD 324 1.75 2 0.0DL + 0.5 PERFORM ANALYSIS CHANGE LOAD 323 1.75 15 1.75LR+ 1.0CR1 +0.75LR+ 1.0 3 0.75LL+0.CHANGE LOAD 315 1.0 9 0.0DL + 0.0CR2 +0.0 3 0.5W-X_C1 REPEAT LOAD 1 1.75 15 1.75 15 1.0DL +0.0 3 0.5W+X_C1 REPEAT LOAD 1 1.0CR1 +0.75LL+0. 0 3 0.0W+Z_C1 REPEAT LOAD file:///C|/.75W+Z_C1 REPEAT LOAD 1 1.75LL+0.75LR+ 1.75 6 0.75LR+ 1.75LL +0.75 2 0.0DL +0.75 PERFORM ANALYSIS CHANGE LOAD 330 1..75LL+0.0 3 0..Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.75 15 1.0 3 0.75W-Z_C1 REPEAT LOAD 1 1.0 3 0.0 10 0.75W+Z_C2 REPEAT LOAD 1 1.75W-X_C2 REPEAT LOAD 1 1.0DL+0.75 PERFORM ANALYSIS CHANGE LOAD 334 1.0 3 0.75 PERFORM ANALYSIS CHANGE LOAD 335 1.0 3 0.0 3 0.75LL+0.75LL+0.75LL +0.75 2 0.txt[2013-05-16 오전 9:58:14] .75 11 0.75LR+0.75 15 1.75 2 0.75LL+0.75 PERFORM ANALYSIS CHANGE LOAD 336 0.6DL +1.75 PERFORM ANALYSIS CHANGE LOAD 329 1.75 8 0.75W-Z_C2 REPEAT LOAD 1 1.0DL +0.0 3 0.75 2 0.75LR+0.75W-X_C1 REPEAT LOAD 1 1.75 9 0.75LR+0.5 PERFORM ANALYSIS CHANGE LOAD 328 1.75 2 0.0DL +0.75LR+0.75 7 0.5W-X_C2 REPEAT LOAD 1 1.0DL +0.0DL +0.75 2 0.75 2 0.0CR2 +0.75W+X_C1 REPEAT LOAD 1 1.5 PERFORM ANALYSIS CHANGE LOAD 327 1.75LR+0.75 4 0.75 PERFORM ANALYSIS CHANGE LOAD 332 1.0 3 0.75LR+0.75 PERFORM ANALYSIS CHANGE LOAD 333 1.0 3 0.0DL +0.75 10 0.75 2 0.0CR2 +0.0DL +0.0DL+0.%20Jang)/Ly%20and%20Lz/Sample%20File.0 11 0.75LR+0.75LL+0.75 PERFORM ANALYSIS CHANGE LOAD 331 1.75 2 0.PERFORM ANALYSIS CHANGE LOAD 326 1.75LL+0.75LR+0.75LL+0.75 2 0.75 5 0.75W+X_C2 REPEAT LOAD 1 1.0DL +0.5W+X_C2 REPEAT LOAD 1 1. 0 PERFORM ANALYSIS CHANGE LOAD 345 0.0 PERFORM ANALYSIS CHANGE LOAD 340 0.6DL +1.6 8 1.6 10 1.6DL +1.1 0.0 5 1.6 4 1.6DL +1.6 5 1.0 PERFORM ANALYSIS CHANGE LOAD 338 0.0 4 1.6DL +1.0W-Z_C2 file:///C|/.6DL +1.6DL +1.0W-Z_C1 REPEAT LOAD 1 0...0 PERFORM ANALYSIS CHANGE LOAD 339 0.0W+Z_C1 REPEAT LOAD 1 1.%20Jang)/Ly%20and%20Lz/Sample%20File.6DL +1.6 6 1.6DL +1.0W+Z_C2 REPEAT LOAD 1 1.6DL +1.6 9 1.0 PERFORM ANALYSIS CHANGE LOAD 337 0.6DL +1.0W-X_C1 REPEAT LOAD 1 0.Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.0W+Z_C2 REPEAT LOAD 1 0.0 PERFORM ANALYSIS CHANGE LOAD 347 0.0 PERFORM ANALYSIS CHANGE LOAD 344 0.6 7 1.0W-X_C2 REPEAT LOAD 1 0.txt[2013-05-16 오전 9:58:14] .0 PERFORM ANALYSIS CHANGE LOAD 342 0.0 PERFORM ANALYSIS CHANGE LOAD 343 0.0 PERFORM ANALYSIS CHANGE LOAD 341 0.0W+X_C2 REPEAT LOAD 1 0.0W-Z_C2 REPEAT LOAD 1 0.0W+X_C1 REPEAT LOAD 1 0.0W-Z_C1 REPEAT LOAD 1 1.0 6 1.6 11 1.0 PERFORM ANALYSIS CHANGE LOAD 346 0.6DL +1. 75 2 0.75LL+0.%20Jang)/Ly%20and%20Lz/Sample%20File.0 13 0.75 14 1.0 3 1.0CR1 + 1.75LL+0.0 12 0.0DL +1.0LR+ 1.0CR2 +0.0 5 0.0LL+ 1.0T+ 1 1.0 PERFORM ANALYSIS CHANGE LOAD 349 0.75 LOAD COMB 111 1.0 13 1.0 14 1.75 2 0.75 LOAD COMB 112 1.75T+ 1 1.0DL +0.75 2 0.75LR+ 1.0W+X_C1 REPEAT LOAD 1 1.0 14 1.0 3 0.0DL +0.75LR+ 1.0 3 0.75LL+0.0 LOAD COMB 102 1.0 14 1.0CR1 +0.6DL +1.0 3 0.txt[2013-05-16 오전 9:58:14] .0 10 1.Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.0 7 1.0LL+1.0 8 1.75 2 0.0DL + 1.0DL +0.0 LOAD COMB 103 1.75LR+ 1.0CR1 1 1.0LL+ 1.75 14 1.75LL+0.5W-Z_C1 1 1.0CR1 +0.0 3 1.75 14 1.0 LOAD COMB 106 1.5 LOAD COMB 114 1.0 LOAD COMB 108 1.6DL +1.5 LOAD COMB 113 1.0CR2 1 1.0LL+1.75LL+0.0DL +0.0T1 1.75 15 1..75LL+0.6DL +1.0W-X_C1 REPEAT LOAD 1 1.0LR+ 1.0 12 1.0DL +0..75 LOAD COMB 110 1.0DL +0.0DL +1.0 3 0.0 PERFORM ANALYSIS CHANGE LOAD 351 0.0 PERFORM ANALYSIS CHANGE LOAD 348 0.75T1 1.0DL +1.0 2 1.0 3 1.75T1 1.0 PERFORM ANALYSIS CHANGE *************************LOAD COMBINATION**************************************************** *************************STABILITY CHECK******************************* LOAD COMB 101 1.0CR1 +0.0W-X_C2 REPEAT LOAD 1 1.0DL + 1.75T+ 1 1.5W+Z_C2 file:///C|/.75 15 1.75LR+ 1.0DL +0.0 3 1.0CR1 +0.0 PERFORM ANALYSIS CHANGE LOAD 350 0.0 11 1.REPEAT LOAD 1 1.75 2 0.75LR+ 1.0CR1 +0.0 13 1.0CR2 +0.6DL +1.0T+ 1 1.0 15 1.0 13 0.5W+Z_C1 1 1.0CR2 + 1.0 12 1.75 LOAD COMB 109 1.75 14 1.0 15 1.0CR1 + 1.75LR+ 1.75LL+0.0DL 1 1.0T1 1.75LR+ 1.0 3 0.0 12 0.0 15 1.0 2 1.0 LOAD COMB 104 1.0 3 0.0 LOAD COMB 105 1.0DL +1.0 LOAD COMB 107 1.0CR2 + 1.0 9 1.0W+X_C2 REPEAT LOAD 1 1.0 4 0.75 2 0. 75 4 0.0CR1 +0.75LR+0.75LR+0.75LR+0.0 3 0.75LL+0.75W+Z_C2 1 1.75 15 1.75W+X_C2 1 1.0 3 0.0 3 0.0DL+0.5 LOAD COMB 128 1.5 LOAD COMB 117 1.6DL +1.75 15 1.0DL +0.0DL +0.75 14 1.75 2 0.0DL + 0.0 3 0.75LR+ 1.6 8 1.75 15 1.75LL+0.5W+X_C2 1 1.0 3 0.75LR+ 1.0 6 0.75 8 0.0 3 0.0 3 0.0DL +0.75 2 0.75LL+0.75 15 1.0DL + 0.0DL +0.0 10 0.75 14 1.0 3 0.5 LOAD COMB 116 1.0 LOAD COMB 137 0.0 7 0.5 LOAD COMB 125 1.0DL +0.0CR2 +0.75LL+0.0DL +0.6 6 1.5W-X_C2 1 1.75 2 0.75LL +0.5 LOAD COMB 118 1.75 LOAD COMB 133 1.0 3 0.75LL+0.75W+Z_C1 1 1.5W-X_C1 1 1.0DL +0.0DL +0.0 8 0.75 LOAD COMB 129 1.5W-Z_C2 1 1.5 LOAD COMB 122 1.75LL+0.0 6 0.6DL +1.75LR+ 1.75 LOAD COMB 131 1.75 14 1.0 3 0.75LR+ 1.75 15 1.0CR2 +0.0CR2 +0.0CR1 +0.75 2 0.5W-Z_C1 1 1.0W+Z_C2 1 0.75 10 0.75LR+ 1.0 3 0.0 3 0.75W+X_C1 1 1.75 15 1.0DL +0.0DL +0.0 3 0.5 LOAD COMB 115 1.75LL+0.0 3 0.75LL+0.75LR+0.75 2 0.0 9 0.75W-X_C2 1 1.75 2 0.75LR+ 1.0 3 0.75 2 0.75 7 0.75LR+0.5W+Z_C1 1 1.0 3 0.75 14 1.75LL+0.0W-Z_C2 1 0.5W-X_C1 1 1.6DL +1.0 3 0..75 LOAD COMB 135 1.5 LOAD COMB 126 1.txt[2013-05-16 오전 9:58:14] .75LR+ 1.75 2 0.0CR1 +0.0CR1 +0.75LR+ 1.5 LOAD COMB 127 1.75LL+0.0 LOAD COMB 141 0.0CR2 +0.75 11 0.0DL +0.0 8 0.5 LOAD COMB 119 1.75LL+0.0 LOAD COMB 138 0.0DL +0.0 10 0.75 2 0.75 6 0.0 3 0.0 5 0.5W-Z_C2 1 1.6 7 1.75 15 1.75LR+0.75LR+0.75 2 0.5W-X_C2 1 1.75LR+ 1.75LL+0.75LR+ 1.75LR+ 1.5 LOAD COMB 120 1.0 LOAD COMB 140 0..0DL + 0.0 3 0.75W-Z_C2 1 1.0 LOAD COMB 139 0.5W+X_C2 1 1.6 5 1.0W+X_C1 1 0.75W-Z_C1 1 1.0CR2 +0.75 2 0.75LL+0.75W-X_C1 1 1.75LL+0.0CR2 +0.0 7 0.0 3 0.0W-Z_C1 1 0.0 3 0.0CR2 +0.0 4 0.75 14 1.0 11 0.0DL +0.0 9 0.0CR2 +0.Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.75 LOAD COMB 136 0.75 2 0.6DL +1.75 15 1.75 2 0.75 LOAD COMB 134 1.75 2 0.0DL +0.75LL+0.6DL +1.75 2 0.0W-X_C1 file:///C|/.6DL +1.75LR+ 1.75LL +0.75 LOAD COMB 132 1.75LL+0.0 11 0.75LL+0.0 3 0.0CR1 +0.75 2 0.5W+Z_C2 1 1.5W+X_C1 1 1.0DL+0.75 2 0.75 2 0.6 4 1.75LL+0.1 1.75 2 0.75 2 0.75 9 0.75LR+ 1.75 5 0.75 2 0.5 LOAD COMB 121 1.0DL +0.75LL+0.0W+Z_C1 1 0.5W+X_C1 1 1.5 LOAD COMB 123 1.5 LOAD COMB 124 1.75 LOAD COMB 130 1.75LR+0.%20Jang)/Ly%20and%20Lz/Sample%20File.0DL + 0.75 14 1.75 2 0. 0 2 1.8W-Z_C2 1 1.0W+X_C1 1 1.2DL +1.2 3 1.0W-X_C2 1 0.0 11 1.6 13 1.5LR + 1.0 LOAD COMB 143 0.6DL +1.8W+Z_C2 1 1.0 5 1.6DL +1.6 14 1.2DL +1.6 2 0.8 LOAD COMB 214 1.2DL +1.5 15 1.0W+Z_C2 1 1.6 14 1.5LR + 1.6LR+ 1.6 9 1.8W+Z_C1 1 1.8W+X_C1 1 1.0T+ 1 1.4 LOAD COMB 202 1.2DL +1.6CR1 +0.6LR + 1.5 14 1.6LR + 1..5 15 1.6 10 1.8W+X_C2 1 1.0 LOAD COMB 150 0.6 10 0.8W+Z_C1 1 1.6CR1 +0.6 15 1.2DL +1.0 LOAD COMB 149 0.6 14 1.2 LOAD COMB 204 1.6DL +1.6 14 1.0 LOAD COMB 147 0.6LL+ 0..2 2 1.6LR+ 1.8 file:///C|/.0 2 1.6 7 0.6DL +1.6DL +1.0 6 1.8 LOAD COMB 209 1.8 LOAD COMB 215 1.6DL +1.2 2 1.6 12 1.6 11 0.6DL +1.6CR1 +0.6 6 0.6 14 1.2DL +1.6CR1+1.6 14 1.2DL +1.6 2 0.0W-X_C1 1 1.0W-Z_C1 1 1.6CR1 +0.0T+ 1 1.6DL +1.6 5 0.0 9 1.2DL +1.8 LOAD COMB 216 1.6 14 1.2 3 1.0 7 1.2DL +1.0T1 1.6LR+ 1.6 LOAD COMB 207 1.6LR+ 1.2DL +1.6CR1+1.6CR1 +0.2DL +1.8W-X_C1 1 1.6CR1 +0.2 2 1.6 2 0.6CR2+1.6CR1 1 1.6LR+ 1.0 LOAD COMB 144 0.6 15 1.2 2 1.6LR+ 1.0 LOAD COMB 146 0.6CR2 1 1.6LL+ 0.0 LOAD COMB 151 0.0T1 1.8 LOAD COMB 210 1.6 14 1.0W-Z_C2 1 1.6 11 1.6LR+ 1.6CR1 +0.0W-X_C2 1 1.2 LOAD COMB 205 1.0 LOAD COMB 145 0.6DL +1.2 LOAD COMB 203 1.6 14 1.2DL +1.8 LOAD COMB 212 1.6LL+ 0.%20Jang)/Ly%20and%20Lz/Sample%20File.0W+X_C2 1 1.5LR + 1.1 0.2DL +1.5LR + 1.2 3 1.txt[2013-05-16 오전 9:58:14] .5 14 1.6LL+ 0.6 4 0.0 4 1.0LL+ 1.8W-Z_C1 1 1.0 8 1.2 2 1.8W-X_C2 1 1.0 ************************** CONCRETE DESIGN********************************************** LOAD COMB 201 1.6 13 1.2DL +1.6LR+ 1.6 12 1.8 LOAD COMB 211 1.6CR1 +0.6 4 0.2 3 1.8 LOAD COMB 213 1.2 2 1.0LL+ 1.2 3 1.6 8 0.0W+Z_C1 1 1.2 2 1.6LR+ 1.6DL +1.2 2 1.6CR2 +0.6CR2+1.6 LOAD COMB 208 1.0 LOAD COMB 142 0.6 2 0.Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.2DL +1.0 10 1.6 9 0.0W+X_C2 1 0.4DL 1 1.0 LOAD COMB 148 0.2 2 1.2 LOAD COMB 206 1.2 3 1. 8 LOAD COMB 220 1.6W+Z_C2 1 0.6CR1 +1.2DL+1.6LR+ 1.2 3 1.6W+Z_C1 1 1.2 3 1.6 5 1.0LL +0.6 10 1.8 LOAD COMB 222 1.6 LOAD COMB 242 0.5LR+ 1.5 14 1.0 2 0.0 2 0.0 2 0.6 LOAD COMB 231 1.5 14 1.0 2 0.8W+X_C1 1 1.6W+Z_C2 1 1.6W+Z_C1 1 1.6 15 1.5LR+ 1.6 11 0.6W-Z_C2 1 1.2DL +1.6 15 1.2DL +1.6CR2 +1.6 LOAD COMB 225 1.6CR2 +0.6 LOAD COMB 238 1.2 3 1.5LR+ 1.6 LOAD COMB 236 1.2DL +1.6 LOAD COMB 241 0.6W-Z_C1 1 1.2DL+1.8W-Z_C2 1 1.0LL +0.6 8 1.2 2 1.2 2 1.0LL +0.6 15 1.0LL +0.2DL+1.2DL+1.6 7 1.5LR+ 1.6 9 0.9 7 1.2DL+1.6W-X_C2 1 1.0LL +0.6 LOAD COMB 226 1.6 LOAD COMB 227 1.5LR+ 1.6W+Z_C1 1 0.6CR1 +1.0LL +0.2 3 1.2DL+1.6CR2 +0.6CR1 +1.2DL +1.6CR2 +0.6W+X_C2 1 1.5LR+ 1.5 14 1.6CR2 +0.6CR1 +1.5LR+ 1.2 3 1.6 4 1.2 2 1.8 LOAD COMB 224 1.6 15 1.6 15 1.6 6 1.0 2 0.6 LOAD COMB 235 1.2DL+1..0LL +0.0LL +0.2DL+1.6 11 1.8 LOAD COMB 223 1.6W+X_C1 1 1.2 3 1.6 file:///C|/.6CR1 +1.5LR+ 1.6 7 1.2 2 1.2DL+1.5 15 1.9 6 1.6CR2 +0.6LR+ 1.%20Jang)/Ly%20and%20Lz/Sample%20File.6W-X_C2 1 1.6CR2 +1.9DL +1.5 14 1.6 LOAD COMB 233 1.6W-X_C1 1 1.6 7 0.6 9 1.9 5 1.6 LOAD COMB 228 1.0LL +0.0 2 0.0 2 0.6W+Z_C2 1 1.6CR2 +1.Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.6CR1 +1.5 15 1.0LL +0.5 15 1.2 3 1.2DL+1.0 2 0.5 15 1.9DL +1.6 15 1.2DL+1.6CR2 +0.9DL +1.6CR2 +1.5LR+ 1.6CR2 +1.6CR1 +1.6W-Z_C2 1 0.5LR+ 1.5LR+ 1.2DL+1.0 2 0.LOAD COMB 217 1.5LR+ 1.2 3 1.0 2 0.6CR2 +0.6W+X_C2 1 1.9 4 1.5 15 1.6 9 1.5LR+ 1.8W+Z_C2 1 1.0 2 0.5 15 1.txt[2013-05-16 오전 9:58:14] .2DL+1.6 LOAD COMB 230 1.5 14 1.6 LOAD COMB 237 1.6 10 0.2 3 1.6LR+ 1.6LR+ 1.0LL +0.6LR+ 1.6LR+ 1.2DL +1.2DL +1.2 2 1.2 2 1.0LL +0.6CR2 +1.0 2 0.0LL +0.2 3 1.8 LOAD COMB 221 1.5 14 1.6 LOAD COMB 232 1.6 5 0.8 LOAD COMB 219 1.6 11 1.0 2 0.6 6 1.0 2 0.6 5 1.5LR+ 1.9DL +1.5 15 1.6W-X_C1 1 1.6 8 0.6 LOAD COMB 240 0.6W-Z_C1 1 1.6W-Z_C2 1 1.2 3 1.2 3 1.6 8 1.6 LOAD COMB 234 1.6 LOAD COMB 243 0.2 3 1.2 3 1.6CR1 +1.8 LOAD COMB 218 1.5 15 1.0 2 0.0LL +0.2DL+1.2DL+1.6 15 1.6 10 1.8W-Z_C1 1 1.0LL +0.6 LOAD COMB 239 1.6W-Z_C1 1 0.2 3 1.8W+X_C2 1 1.8W-X_C2 1 1.6CR2 +1.5LR+ 1.5 14 1.2 2 1.2DL +1.6W+X_C1 1 1.5 14 1.2DL+1.0 2 0.8W-X_C1 1 1.6 6 0.2 3 1.6 LOAD COMB 229 1.0LL +0.6LR+ 1.6 4 1.5LR+ 1..6CR2 +1. 6W-X_C1 1 0.6W-X_C2 1 0.1 MEMB 22 24 81 98 124 155 186 217 320 321 KZ 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 743 750 751 753 754 756 757 759 760 762 763 765 766 772 773 922 LZ 6.txt[2013-05-16 오전 9:58:14] .9DL +1.9 10 1.6W+X_C1 1 0.35 MEMB 682 683 685 687 892 894 LY 2.1 MEMB 21 23 80 97 123 154 185 216 LZ 6.6 LOAD COMB 246 0.9 11 1.6 LOAD COMB 245 0.Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.6 LOAD COMB 247 0.9 9 1.6W+X_C2 1 0.LOAD COMB 244 0.11 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 691 720 721 730 731 DJ1 6 MEMB 681 688 720 721 DJ2 263 MEMB 681 688 720 721 DJ1 11 MEMB 13 557 DJ2 12 MEMB 13 557 DJ1 7 MEMB 6 556 DJ2 8 MEMB 6 556 DJ1 49 MEMB 93 558 file:///C|/.%20Jang)/Ly%20and%20Lz/Sample%20File.85 MEMB 3 22 24 81 98 124 147 155 186 217 320 321 607 613 738 TO 743 750 751 753 754 756 757 772 773 LZ 12 MEMB 6 13 93 118 149 180 556 TO 562 681 688 689 720 721 730 731 LZ 5.51 MEMB 809 810 873 882 LZ 4.6 PERFORM ANALYSIS PRINT STATICS CHECK *LOAD LIST ALL LOAD LIST 301 TO 351 PARAMETER 1 CODE AISC UNIFIED METHOD ASD *PARAMETER 1 **CODE AISC FYLD 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 930 KY 2 MEMB 21 TO 24 80 81 97 98 123 124 154 155 185 186 216 217 320 321 LY 1.9DL +1.01 MEMB 808 811 878 929 LZ 5.76 MEMB 455 463 475 484 531 534 537 540 802 804 TO 807 814 815 818 821 824 839 842 845 848 851 854 859 869 923 925 LZ 5...9 8 1.9DL +1.85 MEMB 4 21 23 80 97 123 148 154 185 216 603 620 622 624 626 628 630 632 759 760 762 763 765 766 922 LZ 4.9DL +1. .DJ2 50 MEMB 93 558 DJ1 58 MEMB 118 559 DJ2 59 MEMB 118 559 DJ1 67 MEMB 149 560 DJ2 68 MEMB 149 560 DJ1 76 MEMB 180 561 DJ2 77 MEMB 180 561 DJ1 85 MEMB 562 689 730 731 DJ2 86 MEMB 562 689 730 731 DJ1 6 MEMB 66 396 DJ2 12 MEMB 66 396 DJ1 12 MEMB 67 403 DJ2 8 MEMB 67 403 DJ1 8 MEMB 85 474 DJ2 50 MEMB 85 474 DJ1 50 MEMB 270 478 DJ2 59 MEMB 270 478 DJ1 59 MEMB 267 483 DJ2 68 MEMB 267 483 DJ1 68 MEMB 271 487 DJ2 77 MEMB 271 487 DJ1 77 MEMB 265 491 DJ2 86 MEMB 265 491 DJ1 263 MEMB 470 587 DJ2 11 MEMB 470 587 DJ1 11 MEMB 11 466 DJ2 7 MEMB 11 466 DJ1 7 MEMB 84 462 DJ2 49 MEMB 84 462 DJ1 49 MEMB 269 458 DJ2 58 MEMB 269 458 DJ1 58 MEMB 268 454 DJ2 67 MEMB 268 454 DJ1 67 MEMB 266 450 DJ2 76 MEMB 266 450 DJ1 76 MEMB 264 446 DJ2 85 MEMB 264 446 DJ1 300 MEMB 387 691 DJ2 94 MEMB 387 691 DJ1 94 MEMB 236 499 DJ2 93 MEMB 236 499 DJ1 93 MEMB 237 502 DJ2 95 MEMB 237 502 DJ1 95 MEMB 238 505 DJ2 96 MEMB 238 505 DJ1 96 MEMB 239 508 DJ2 97 MEMB 239 508 DJ1 97 MEMB 240 511 DJ2 98 MEMB 240 511 DJ1 98 MEMB 241 690 DJ2 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|/.txt[2013-05-16 오전 9:58:14] ..%20Jang)/Ly%20and%20Lz/Sample%20File.Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr. txt[2013-05-16 오전 9:58:14] ..Engineering%20Books/New%20(To%20Copy)/STAAD%20Exercises%20(Mr.*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 441 421 CHECK CODE ALL STEEL TAKE OFF ALL PERFORM ANALYSIS PRINT ALL FINISH file:///C|/..%20Jang)/Ly%20and%20Lz/Sample%20File.