Earthquake Design in STAAD PRO

earthquake design in STAAD PRO

CIVILEA

POSTGEN

http://forum.civilea.com/showthread.php?tid=8221&highlight=staad

JOIN GROUP!

IMAGE HOST

SEARCH

MEMBER LIST

Welcome back, taifur. taifur. You last visited: Yesterday, 05:34 PM ( User CP — Open Buddy List — Log Out) Out)

HELP

Current time: 10-22-2010, 01:12 AM View New Posts | View Today's Posts | View Unread Posts Private Messages (Unread 0, Total 0) | Profile Comments

Last Posts

[Request] The Virtual Design Team Simulation SAP 2000 OAPI Performance Based Design Using Nonlinear Analysis ACI Structural Journal 1990 vol 87

Civil Engineering Engineering Forum / Civil Engineering Engineering Discussion / Problems

/ earthquake design in STAAD PRO

Dear User: Please Rate Us & Wr ite a Review on alexa site for CivilEA (You need to log in alexa). Please Download & I nstall Alexa Toolbar

earthquake design in STAAD PRO User(s) browsing this thread: taifur

1

2

Current time: 10-22-2010, 01:12 AM Author: dins12

Last Post: king12

Replies 10

Views 1180

Thread Rating:

Next Next »


Threaded Mode Mode | Linear Mode

0 1 - 2 1 - 2 0 1 0 , 1 2 :4 7 P M

P O ST: # 1

dins12 Inactive User

Registration No.: 12377 Shout:

Posts: 1 Threads: 1 Joined: Jan 2010 Thanks: 0 Given 0 thank(s) in 0 post(s) Points: 51.6 [Donate Donate]]

earthquake design in STAAD PR O hi can any body give me detail How to earthquake design of rcc building structure in STAAD PRO 7 .

0 1 - 2 2 - 2 0 1 0 , 0 4 :1 8 A M

P O ST: # 2

engr1900 Banned


সবেরমাট

Posts: 135 Threads: 35 Joined: Aug 2009 Thanks: 589 Given 164 thank(s) in 58 post(s) Points: 727.9 [Donate Donate]]



RE: earthquake design in STAAD PR O dins12 Wrote:

(01-21-2010 12:47 PM)

hi can any body give me detail How to earthquake design of rcc building structure in STAAD PRO 7 Hy Provide all beam and column junctions as hinged and create a load case [i.e. DL+50%LL or 25%LL as per Code] Then run analysis and view the result w.r.t the already created load case.Go to reaction tab and copy the reactions to the excel sheet Delete the all the unwanted columns [ Fx, Fz, Mx, My…] Let nodes, loadcase and Fy column retained Replace the loadcase column fully by Joint weight Copy and paste it in the staad editor Done…

Thanks given by:

D e l l B r e t t , jacs127

, metal087 , taifur

01-24-2010, 05:04 AM

P OST: #3

vinnunsam Active Engineer

Registration No.: 3932 Shout: Gooooo Civilea !!!!

Posts: 87 Threads: 21 Joined: Aug 2009 Thanks: 155 Given 408 thank(s) in 57 post(s) Points: 652.0 [Donate]

RE: earthquake design in STAAD PR O The images below shows the a ctual way the model will look when running the joint weight. The second image is showing the model only. So as engr1900 said, you have to run the joint weight with live load as some ratio as per your design and the code. You can see that the third image explains that. The 3rd load case is the live load. The 4th image is the syntax for to use for the earthquake as per India code. Afte all these the combination that is to be used for analysis of the earthquake is listed below.



LOAD 1 SEISMIC ALONG X DIRECTION




1893 LOAD X 1 LOAD 2 SEISMIC ALONG -X DIRECTION 1893 LOAD X -1 LOAD 3 SEISMIC ALONG Z DIRECTION 1893 LOAD Z 1 LOAD 4 SEISMIC ALONG -Z DIRECTION 1893 LOAD Z -1 LOAD 5 SELF WEIGHT SELFWEIGHT Y -1 load case 6 is dead load load case 7 is earth pressure and surcharge load load case 8 is live load LOAD COMB 9 WORKING LOAD (DL+LL) 5 1.0 6 1.0 8 1.0 LOAD COMB 10 FACTORED LOAD (DL+LL) 5 1.5 6 1.5 8 1.5 LOAD COMB 11 WORKING LOAD (DL+LL+EP) 5 1.0 6 1.0 7 1.0 8 1.0 LOAD COMB 12 FACTORED LOAD (DL+LL+EP) 5 1.5 6 1.5 7 1.5 8 1.5 **********SEISMIC WITH (DL+LL+EP)************ ********* ALONG +X DIRECTION ********** LOAD COMB 13 COMB1 SEISMIC (1.2 EQ + 1.2 D .L +1.2 E.P+ 1.2 L.L) 1 1.2 5 1.2 6 1.2 7 1.2 8 1.2 LOAD COMB 14 COMB2 SEISMIC (1.5 EQ + 1.5 D .L+1.5 E.P) 1 1.5 5 1.5 6 1.5 7 1.5 LOAD COMB 15 COMB3 SEISMIC (1.5 EQ + 0.9 D .L+0.9 E.P) 1 1.5 5 0.9 6 0.9 7 0.9 ********* ALONG -X DIRECTION ********** LOAD COMB 16 COMB1 SEISMIC (1.2 EQ + 1.2 D .L +1.2 E.P+ 1.2 L.L) 2 1.2 5 1.2 6 1.2 7 1.2 8 1.2 LOAD COMB 17 COMB2 SEISMIC (1.5 EQ + 1.5 D .L+1.5 E.P) 2 1.5 5 1.5 6 1.5 7 1.5 LOAD COMB 18 COMB3 SEISMIC (1.5 EQ + 0.9 D .L+0.9 E.P) 2 1.5 5 0.9 6 0.9 7 0.9 ********* ALONG +Z D IRECTION ********** LOAD COMB 19 COMB1 SEISMIC (1.2 EQ + 1.2 D .L + 1.2 E.P+1.2 L.L) 3 1.2 5 1.2 6 1.2 7 1.2 8 1.2 LOAD COMB 20 COMB2 SEISMIC (1.5 EQ + 1.5 D .L+ 1.5 E.P) 3 1.5 5 1.5 6 1.5 7 1.5 LOAD COMB 21 COMB3 SEISMIC (1.5 EQ + 0.9 D .L+ 0.9 E.P) 3 1.5 5 0.9 6 0.9 7 0.9 ********* ALONG -Z DIRECTION ********** LOAD COMB 22 COMB1 SEISMIC (1.2 EQ + 1.2 D .L + 1.2 E.P + 1.2 L.L) 4 1.2 5 1.2 6 1.2 7 1.2 8 1.2 LOAD COMB 23 COMB2 SEISMIC (1.5 EQ + 1.5 D .L +1.5 E.P) 4 1.5 5 1.5 6 1.5 7 1.5 LOAD COMB 24 COMB3 SEISMIC (1.5 EQ + 0.9 D .L+0.9 E.P) 4 1.5 5 0.9 6 0.9 7 0.9 ****** STOREY DRIFT LIMITATION ******** ********* ALONG +X DIRECTION ********** LOAD COMB 25 COMB1 SEISMIC (1.0 EQ + 1.0 D .L + 1.0 E.P + 1.0 L.L) 1 1.0 5 1.0 6 1.0 7 1.0 8 1.0 LOAD COMB 26 COMB2 SEISMIC (1.0 EQ + 1.0 D .L+1.0 E.P) 1 1.0 5 1.0 6 1.0 7 1.0 ********* ALONG -X DIRECTION ********** LOAD COMB 27 COMB1 SEISMIC (1.0 EQ + 1.0 D .L +1.0 E.P+ 1.0 L.L) 2 1.0 5 1.0 6 1.0 7 1.0 8 1.0 LOAD COMB 28 COMB2 SEISMIC (1.0 EQ + 1.0 D .L+1.0 E.P) 2 1.0 5 1.0 6 1.0 7 1.0 ********* ALONG +Z D IRECTION ********** LOAD COMB 29 COMB1 SEISMIC (1.0 EQ + 1.0 D .L + 1.0 E.P +1.0 L.L) 3 1.0 5 1.0 6 1.0 7 1.0 8 1.0 LOAD COMB 30 COMB2 SEISMIC (1.0 EQ + 1.0 D .L+1.0 E.P) 3 1.0 5 1.0 6 1.0 7 1.0 ********* ALONG -Z DIRECTION ********** LOAD COMB 31 COMB1 SEISMIC (1.0 EQ + 1.0 D .L + 1.0 E.P + 1.0 L.L) 4 1.0 5 1.0 6 1.0 7 1.0 8 1.0 LOAD COMB 32 COMB2 SEISMIC (1.0 EQ + 1.0 D .L+1.0 E.P) 4 1.0 5 1.0 6 1.0 7 1.0 **********SEISMIC WITH (D L+LL) ONLY ********** ********* ALONG +X DIRECTION ********** LOAD COMB 33 COMB1 SEISMIC (1.2 EQ + 1.2 D .L + 1.2 L.L) 1 1.2 5 1.2 6 1.2 8 1.2 LOAD COMB 34 COMB2 SEISMIC (1.5 EQ + 1.5 D .L) 1 1.5 5 1.5 6 1.5





LOAD COMB 35 COMB3 SEISMIC (1.5 EQ + 0.9 D .L) 1 1.5 5 0.9 6 0.9 ********* ALONG -X DIRECTION ********** LOAD COMB 36 SEISMIC (1.2 EQ + 1.2 D.L + 1.2 L.L) 2 1.2 5 1.2 6 1.2 8 1.2 LOAD COMB 37 COMB2 SEISMIC (1.5 EQ + 1.5 D .L) 2 1.5 5 1.5 6 1.5 LOAD COMB 38 COMB3 SEISMIC (1.5 EQ + 0.9 D .L) 2 1.5 5 0.9 6 0.9 ********* ALONG +Z D IRECTION ********** LOAD COMB 39 COMB1 SEISMIC (1.2 EQ + 1.2 D .L + 1.2 L.L) 3 1.2 5 1.2 6 1.2 8 1.2 LOAD COMB 40 COMB2 SEISMIC (1.5 EQ + 1.5 D .L) 3 1.5 5 1.5 6 1.5 LOAD COMB 41 COMB3 SEISMIC (1.5 EQ + 0.9 D .L) 3 1.5 5 0.9 6 0.9 ********* ALONG -Z DIRECTION ********** LOAD COMB 42 COMB1 SEISMIC (1.2 EQ + 1.2 D .L + 1.2 L.L) 4 1.2 5 1.2 6 1.2 8 1.2 LOAD COMB 43 COMB2 SEISMIC (1.5 EQ + 1.5 D .L) 4 1.5 5 1.5 6 1.5 LOAD COMB 44 COMB3 SEISMIC (1.5 EQ + 0.9 D .L) 4 1.5 5 0.9 6 0.9 ****** STOREY DRIFT LIMITATION ******** ********* ALONG +X DIRECTION ********** LOAD COMB 45 COMB1 SEISMIC (1.0 EQ + 1.0 D .L + 1.0 L.L) 1 1.0 5 1.0 6 1.0 8 1.0 LOAD COMB 46 COMB2 SEISMIC (1.0 EQ + 1.0 D .L) 1 1.0 5 1.0 6 1.0 ********* ALONG -X DIRECTION ********** LOAD COMB 47 COMB1 SEISMIC (1.0 EQ + 1.0 D .L + 1.0 L.L) 2 1.0 5 1.0 6 1.0 8 1.0 LOAD COMB 48 COMB2 SEISMIC (1.0 EQ + 1.0 D .L) 2 1.0 5 1.0 6 1.0 ********* ALONG +Z D IRECTION ********** LOAD COMB 49 COMB1 SEISMIC (1.0 EQ + 1.0 D .L + 1.0 L.L) 3 1.0 5 1.0 6 1.0 8 1.0 LOAD COMB 50 COMB2 SEISMIC (1.0 EQ + 1.0 D .L) 3 1.0 5 1.0 6 1.0 ********* ALONG -Z DIRECTION ********** LOAD COMB 51 COMB1 SEISMIC (1.0 EQ + 1.0 D .L + 1.0 L.L) 4 1.0 5 1.0 6 1.0 8 1.0 LOAD COMB 52 COMB2 SEISMIC (1.0 EQ + 1.0 D .L) 4 1.0 5 1.0 6 1.0 PERFORM ANALYSIS Let me know if you anything else. Regards, Vinu... "A Smallest Good Deed Is Bigger Than Greatest Good Intention".

Thanks given by: engr1900 , Gabemzaman 01-24-2010, 11:36 AM

P OST: #4

verongskey Professional Engineer


Posts: 144 Threads: 36 Joined: Dec 2008 Thanks: 175 Given 796 thank(s) in 122 post(s) Points: 989.6 [Donate]

RE: earthquake design in STAAD PR O This procedure is very useful in the older version of Staad due to the fact that in the OLDER version, load list in load cases differ from the load list i n load definition. In the latter version of Staad, you can just copy paste the loads from the load cases to the seismic definition and let Staad do the entire process of analysing weights but of course there is a need to carefully change some load name, e.g. instead of floor load that will be floor weights etc. It's much easier.




Adios, Patria adorada, region del sol querida, Perla del Mar de Oriente, nuestro perdido Eden! A darte voy alegre la triste mustia vida, Y fuera más brillante más fresca, más florida, Tambien por tí la diera, la diera por tu bien.

Thanks given by: vinnunsam 01-24-2010, 12:48 P M

P OST: #5

engr1900 Banned


Posts: 135 Threads: 35 Joined: Aug 2009 Thanks: 589 Given 164 thank(s) in 58 post(s) Points: 727.9 [Donate]

RE: earthquake design in STAAD PR O verongskey Wrote:

(01-24-2010 11:36 AM)

This procedure is very useful in the older version of Staad due to the fact that in the OLDER version, load list in load cases differ from the load list i n load definition. In the latter version of Staad, you can just copy paste the loads from the load cases to the seismic definition and let Staad do the entire process of analysing weights but of course there is a need to carefully change some load name, e.g. instead of floor load that will be floor weights etc. It's much easier. Hy Can you upload any sample file of the same done in staadpro so that we can be able to understand byee

02-04-2010, 06:32 AM

P OST: #6

ASEC Active Member


Posts: 43 Threads: 0 Joined: Feb 2010 Thanks: 13 Given 61 thank(s) in 26 post(s) Points: 286.1 [Donate]

RE: earthquake design in STAAD PR O It seems very very tedious process why would you do that? Staadpro can do much more easier than that. What's the significance of the joint load anyway if you can extract the load automatically from pressure load, member load etc. I don't see the logic of doing the joint load applied to the nodes and also having those nodes as hinge support. my two cents. M. ASEP; M. PICE PICE Structural Engineering Specialist

02-04-2010, 12:28 P M

P OST: #7

verongskey Professional Engineer



RE: earthquake design in STAAD PR O ASEC Wrote:

(02-04-2010 06:32 AM)

It seems very very tedious process why would you do that? Staadpro can do much more easier than that. What's the significance of the joint load anyway if you can extract the load automatically from pressure load, member load etc. I don't see the logic of doing the joint load applied to the nodes and also having those nodes as hinge support.




my two cents. They are doing the procedure above to precisely estimate the weights from the Load Cases, because before the loading option in Earthquake Definition in older version of Staad is very limited there were only selft weights, member weights & joint weight as far as I can remember. At present time, I agree that the above procedure is not only tedious but also outdated. The above procedure is no longer necessary.


02-04-2010, 04:47 P M

P OST: #8

king12 Professional Engineer


Posts: 112 Threads: 40 Joined: Mar 2009 Thanks: 44 Given 193 thank(s) in 39 post(s) Points: 593.9 [Donate]

RE: earthquake design in STAAD PR O verongskey Wrote:

(02-04-2010 12:28 PM)

ASEC Wrote:

(02-04-2010 06:32 AM)

It seems very very tedious process why would you do that? Staadpro can do much more easier than that. What's the significance of the joint load anyway if you can extract the load automatically from pressure load, member load etc. I don't see the logic of doing the joint load applied to the nodes and also having those nodes as hinge support. my two cents. They are doing the procedure above to precisely estimate the weights from the Load Cases, because before the loading option in Earthquake Definition in older version of Staad is very limited there were only selft weights, member weights & joint weight as far as I can remember. At present time, I agree that the above procedure is not only tedious but also outdated. The above procedure is no longer necessary. In India most of the places its followed as mentioned but can you please elaborate please. I also love to know this procedure. Help the fellow engineers can you please give example of applying wind and earthquake

02-05-2010, 02:08 AM (THIS POST WAS LAST MOD IFIED: 02-05-2010 02:14 AM BY ASEC.

ASEC Active Member


E D I T R E A S O N : )

P OST: #9

Posts: 43 Threads: 0 Joined: Feb 2010 Thanks: 13 Given 61 thank(s) in 26 post(s) Points: 286.1 [Donate]

RE: earthquake design in STAAD PR O It seems to me that they are working backward, define the load cases first and extract from there what is supposed to be the dead load of the structure to be used for the seismic definition. You have to do it the other way around define first the seismic weight and if you want you can then copy paste the seismic weight to be your load cases for much easier process but changing the syntax from weight to load and also adding load direction. even with the old version of staad it still the same process then and now. M. ASEP; M. PICE PICE Structural Engineering Specialist

02-05-2010, 09:45 AM


P OST: # 10



verongskey


Professional Engineer

Registration No.: 46 Shout: RE: earthquake design in STAAD PR O ASEC Wrote:

(02-05-2010 02:08 AM)

It seems to me that they are working backward, define the load cases first and extract from there what is supposed to be the dead load of the structure to be used for the seismic definition. You have to do it the other way around define first the seismic weight and if you want you can then copy paste the seismic weight to be your load cases for much easier process but changing the syntax from weight to load and also adding load direction. even with the old version of staad it still the same process then and now. In Seismic Definition especially in UBC 1997, the visual representation of assigning load is relatively less. It will only highlight the member where the load is a ssigned. You will not see how the load looks like. In Load Case Details, the member, plates, etc. will be highlighted and the shape of the load will be shown graphically. So, it is easier to assign loads in Load Cases Detail s and then just copy paste it to Seismic Definition with minor editing of course of the load title in the STAAD Editor. In Staad whether you are working forward or backward, it doen't matter for as long as you know how to properly edit them in Staad Editor.


« Next Oldest | Next Newest » 1

2

EnterKeywords

Next »

Quick Reply

Message Type your reply to this message here. Font

Signature Disable Smilies Smilies

[get more]

View a Printable Version Send this Thread to a Friend Subscribe to t his thread Add thread to Favorites

User(s) browsing this thread: taifur


Text Size



Quick Theme: CivilEA Contact Us | Civil Engineering Association | Return to Top | Return to Content | Lite (Archive) Mode | RSS Syndication

Powered By MyBB, © 2002-2010 MyBB Group.


Earthquake Design in STAAD PRO

Recommend Documents