Static Analysis as per IS1893 2002 :Calculation of Design Seismic Force in STAAD Pro v8i
ฝัง
- เผยแพร่เมื่อ 25 ก.ค. 2024
- Static Analysis Method & Calculation of Design Seismic Force in STAAD Pro v8i as per IS1983 - 2002
For queries: Admin@civildigital. Com
Download Staad (.std) File
civildigital.com/static-seismi...
Watch Here
civildigital.com/?p=1711
Download File
Advanced Analysis in Staad Pro v8i
Structure:
A four-story reinforced concrete office building
The building is located in Assam (seismic zone V).
The soil conditions are medium stiff
Entire building is supported on a raft foundation.
R. C. frames are infilled with brick-masonry.
Lumped weight due to dead loads is 12kN/m2 on floors and 10 kN/m2 on the roof.
Live load of 4 kN/m2 on floors and 1.5 kN/m2 on the roof.
Design Parameters:
For seismic zone V
Zone factor Z = 0.36 (Table 2 of IS: 1893)
For office building, the importance factor, I, = 1.0 (Table 6 of IS: 1893).
Building provided with moment resisting frames detailed as per IS:13920-1993.
Response reduction factor, R, = 5. (Table 7 of IS: 1893 Part 1)
Seismic Weights in Staad Pro, Fundamental Period in Staad Pro, Force Distribution with Building Height in Staad Pro, Load Combinations for Seismic Analysis as per IS1893 2002 in Staad
![[ไฮไลต์] ฟุตบอลชาย ญี่ปุ่น vs ปารากวัย รอบแบ่งกลุ่ม | โอลิมปิก 2024](http://i.ytimg.com/vi/X_BeGaAv1oM/mqdefault.jpg)
thank you. This video is probably the most complete and easiest to understand when designing structures using static analysis for seismic! Looking forward for more of your videos
Sorry to be so off topic but does anybody know of a trick to log back into an instagram account??
I somehow forgot my account password. I would love any assistance you can offer me.
@Dominik Zaire instablaster =)
@Watson Asa thanks for your reply. I got to the site on google and im waiting for the hacking stuff now.
Seems to take a while so I will reply here later when my account password hopefully is recovered.
thanks alot...it is awesome...it is really help the beginners to know fundamental of earthquake analysis building very well...i hope u will upload video more like this...
Great Class thanks Civil Digital for this
thankyou sir for your significant help..
Thanks a lot bro. Can you explain how to analysis a Tall industrial Chimney?
Ronnie, top floor is at 13.8m you can provide any value below 13.8m , staad will automatically detect floor. Wen we input 15 it will detect nearest floor that is at 13.8 m. You will get same result if you input 10.6. You can also define floor levels discretely.
Thanks for helping sir.
thank u so much for the intuitive explanation..i'll be glad if you clear one more doubt...i,e..
why have you taken +4KN/m2 for live load instead of -4 KN/m2. while for roof you have taken -ve sign. Does staad detect it automatically??. is your dead load inclusive of self weight...i am bit confuse... if inclusive then, to what extent does self weight of column, brick masonary and beam contribute to floor load and in what form..
Hello bro. thanks for such an in-depth video. I have a question that why we didn't consider a direction -ve X and -ve Z for seismic loading?
you already defined lumped weight on seismic defintions.is their any necessity to add the same, as load case?
which type of analysis is carried out-linear static or nonlinear static?
Can you explain snow load error .. I designed a structure as per your method for seismic loading definition .. it's showing error in the print data as snow load error
can i get the videos on pushover analysis of transmission line tower
How can we check the Base Shear distribution in Staad.Pro?
sorry for the last comment
i checked the results properly and found that it is not calculating the forces without the perform analysis and change command for seismic loading. but i still dont understand why for seismic load alone we have to do this and not for Live and dead loads. could you please tell the reason?
How to apply temperature load in Staad pro . The structure is Industrial shed.
in this example, ive considered seismic imposed load of 3KN/m2 on roof which was reduced by 50% which gave me a value 1.5kn/m2
how to calculate time period for the building resting on slopping ground??? is the same as T=.09h/Sqrt(d)??? kindly reply urgent for the same
can u make a video on design of building after analyzing the building
I HAVE A QUESTION???
On defining the seismic definition why is the lump load 12 and 10 kn/sqm not asssigned -12 and -10....why are we using positive load???
Even I noticed it. Any answers?
i've considered live load on ground floor because i've not considered the floor to be in contact with the soil. and in most of the cases you dont have to consider live load on ground floor.
ill definitely to make some improvements next time..
you say that we need to put
PERFORM ANALYSIS
CHANGE
command
could you please tell me the reason why for seismic load cases alone we need to do this where as we dont do this for Live load and Dead load
i checked with a model without this commands and it is still showing good results
Could you please explain this?
In this example the floor load is same in the xz plane, if in your structure, the floor load varies with in a floor, u have to specify x & z range parameters.Since floor weights in the definitions are used only for the seismic weight W calculation, sign should not be specified.further staad recommends the same.You have to define member weight in definition if it contributes to seismic weight of structure, member weight and member loads are different.You can find my mail id in description part
Apart from this i ve one more doubt regarding live load 4kn/m2.
since you have define I= 1.0 which mean all other building
except SL No. 1 of Table 6 (clause 6.4.2) mentioned in IS 1893
(part 1):2002.Is it economical to consider imposed load similar to that of store/boiler/fire escape etc.? though the design engineer has the discretion to do so. Is the roof accessible, if accessible then do we have to consider 1.5kn/m2 imposed load..
and how to calculate dead loads and live loads on both roofs and floors. Can you give the lecture of design of a building with both Wind loads and Earthquake loads
it is useful.
CAN U ELOBARATE REPEAT COMM... SIR
Many thanks for the video. I had two small confusions:-
The dead load due to infills is not considered in seismic weight calculation? The dead load of an infill in any storey shall be equally distributed to the floors below and above it?
Also the minimum design eccentricity as per Cl. 7.8.2 of IS 1893(1):2016 is not taken in account, which must be considered in seismic coefficient method (static analysis) being performed here...
What is difference between lumped mass and seismic coefficient method? Which we have to use for accuracy or realistic behaviour?
How can we get storey drift in the output file ?
Hi I can't generate is 1983-2002/2005 it say creation failed
i will upload the video regarding slab analysis and design soon. This is not the method to obtain slab moments. apart from floor weights, in real life analysis you'll have to assign member weights which will contribute to loads from wall.
VERY NICE ....CAN U PLEASE UPLOAD SEISMIC ANALYSIS BY UBC CODE
I noticed the mistake of +4kn, If you take a closer look at the load definition window 8:05 on right side, ive used -4KN/m2, sorry for confusion caused. again regarding the self weight, definitely it is the best practice to assign self weights in loads as well as the seismic load definitions, in the directions you want to obtain the results. further i have not considered the wall loads which are to be applied on beams as UDL. please take this video only for learning static analysis procedure.
Please refer clause 7.3.1-4 and table 8. You have to define your economy criterias without compromising safety.
Why havent you taken a Self weight command in Seismic definition ?
thank you very much for the lecture sir
i will be thankfull to you if you could explain me how to resolve this warning
**WARNING: IF THIS UBC/IBC ANALYSIS HAS TENSION/COMPRESSION
OR REPEAT LOAD OR RE-ANALYSIS OR SELECT OPTIMIZE, THEN EACH
UBC/IBC CASE SHOULD BE FOLLOWED BY PERFORM ANALYSIS & CHANGE.
thanks in advance
I'm also facing the same waring during analysis can you you please help me how to rectify the warning
cn make q video on base isolation
anyone can explain why Yrange provided for Floor load from 0 to 11.5m, although elevation of 2nd floor level is 10.6m from base.
sir i need to know......in response spectrum analysis........which code is used for design.....is that.IS 13920 mean.........it gives lower reinforcement comparing to IS 456
IS 1893. IS 13920 is for ductile reforcements
plz elaborate load calculation in detail if possible with illustration showing unit wt considered such as RCC, LC, mortar, tile, brick wall, insulating layer etc. plz mention whether parapet, balcony, partition wall, mumti is provided or not and of course specify % opening in brick wall conforming to IS codes or whatever applicable. plz show analysis and design of staircase if possible. And plz show how you incorporate the results of staad for designing the foundation analysis and design
That's Nice.I have also developed online coures learn Structural design of foundations
At 4:05 why the pressure is 12kN/m2?.
That 12 represents deadload or live load?
why you are restricted load combinations to some what extent.why cant you go for all the load combinations in a structure.
isn't Y range of building is from 0 to 10.6 m rather than 11.5
anyone, please suggest me with the Y range while assigning floor loads??
That's the approximate range...
In this structure, he decided to take 12kN/m2 for all floors except roof and 10kN/m2 for roof. Now the total height of the structure is 13.8m. So the 13.8 lies between 11.5 and 15, which is given as 10kN/m2 and remaing all floors of max height is 10.6 so he set the range as 0 to 11.5 with 12kN/m2.
You can also set any ranges.
i have some confusion so i want to know about why you take only y range in seismic defn for floor load and why not -ve sign for load, and if i have taken member load in load case detail should i have to consider that load in seismic defn also?
can i get your email address.
thanks
why did you not aplly seismic load in -xand -z direction
i think he forgot. It is necessary to apply in all four directions
correct me if i am wrong. the y- range define by you is
different from what is shown i,e upto 3rd floor is
10.6m (4.2+3.2x2) instead of 11.5m, m not sure weather
bottom most node is 0.9m above the origin i,e (0,0,0).
why have u taken 15m when total height of the building
is just 13.8m. if there is parapet/mumti then y don't you
specify it graphically though for calculating fundamental
natural period(T) you have taken h=13.8m.
same doubt
how did u calculate that Lumped mass of 12 kN/sp.m and 10 kN/sp.m??? Can please explain?
I to have the same question... :o
It is calculated by the dead weight of slab means slab_(lenght x width x thickness x unit wt of RCC)=total dead load of only slab and then we'll add floor finishes and other if any for typical floors. and that terrace level load will be small only for floor finishes. and the same way 25% of live load what applied to that floors will be considered to calculate seismic weight. and please note that lumped mass is nothing but a load concentrated at center of mass of the respective slab which is its own dead load and other loads considered. Hope you got the answer.
how to calculate lump load
please elaborate what did the lenght width nd thickness u take??
warring: consacutive analysis command only first is used help i am doing final year project urgent
i didn't get you umar, can you explain your question
STAAD PRO SHOWING THIS MESSAGE BECAUSE YOU ADDED ANALYSIS AND PRINT COMMAND MORE THEN ONE TIME SO SELECT ONE OF THEM.
can u do a pushover analysis in staad pro....??? plz upload
+Waibhaw Kumar i can show u how
+Saket Kumar good ,
166.34741E IN STAAD PRO FOR SUPPORT REACTIONS
What is the logic behind to keep damping ratio zero......It must be 0.05
can we analysis by brickfilling in staddpro
how to remove this **WARNING: IF THIS UBC/IBC ANALYSIS HAS TENSION/COMPRESSION, in the model.
ill definitely to make some improvements next time..
but how about the rigid diaphragm? please consider rigid diaphragm for each floor at center of mass of the slab to act seismic loads simultaneously, I think this can be done through Master and slave node specification. Please upload the process too if I am right. any way thanks for your kind sharing.