Static Analysis as per IS1893 2002 :Calculation of Design Seismic Force in STAAD Pro v8i

Static Analysis Method & Calculation of Design Seismic Force in STAAD Pro v8i as per IS1983 - 2002

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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

[ErnestMarvinEsteban]

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

[MrKasiviswa]

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...

[AnandPaul]

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.

[satydevnegi]

Great Class thanks Civil Digital for this

[OnlineCivilDigital]

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

[OnlineCivilDigital]

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.

[vaibhavkirtisharma]

thankyou sir for your significant help..

[guruprasath]

At 4:05 why the pressure is 12kN/m2?.
That 12 represents deadload or live load?

[mohammedthoufeeq]

you already defined lumped weight on seismic defintions.is their any necessity to add the same, as load case?

[OnlineCivilDigital]

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.

[OnlineCivilDigital]

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

[OnlineCivilDigital]

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.

[AnandPaul]

Please refer clause 7.3.1-4 and table 8. You have to define your economy criterias without compromising safety.

[ronnie]

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..

[lalhmaacesc]

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???

[ronnie]

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..

[OnlineCivilDigital]

ill definitely to make some improvements next time..

[rajeshpullat]

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?

[someshhasija]

which type of analysis is carried out-linear static or nonlinear static?

[aloksasane]

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?