Hai friends,
I am design a slab for a span of 6.21 m X 5.18 m. The edge condition is one short edge discontinuous. A 9 inch wall of 3.3m height is located at the center of the slab along the longer direction.
The total of partion and Floor finish load is 2.5 kN/m2.
I have provided 150mm thick slab thickness, Y 10 @ 175mm c/c in the shorter direction and Y 10 @ 200mm C/C in the longer direction,
The deflection of the slab is safe.
My question is
1)Concealed beam can be provided at the location of the wall.
2) Concealed beam may be (230 x 150 mm)
if a box culvert has a precast top slab, then whether the side walls to be treated and designed as cantilver?
Hi All,
please send me the PEB fooring Design excel sheet
this is my first upload file (free excel sheet for design concrete slab design) according to Building Code Requirements for
Structural Concrete (ACI 318M-08)
I wait for your feedback Thanks
Yasin Altay
It is assumed that torsional cracking will occur when the principal tension
stress reaches the tensile strength of the concrete in biaxial tension-compression.
Can Anyone explain these in detail?
While designing single angle per IS code in STAAD pro software, the output report shows design based on principle axis for which the angle design qualifies. However when the same design is performed in STAAD per AISC 360-10 code, the output report shows design based on geometric axis for which the angle design does not qualify. Please clarify if geometric design needs to be considered for AISC/IS codes and why the STAAD design report based on IS code does not design as per geometric axis and designs only considering principle axis.
Hi everyone i have to design a simple supporting structure for 200trp cooling tower ..i have considered all the loads and the loads include the water upto a depth of 0.4m on the roof..with 0.1m free board. we have provided RCC parapet wall..my doubt is whether i have to design the base that is the roof slab according to iS3370 or like a normal slb is sufficient because the water depth is 0.4m.please give the suggetions
As per earth quake codes we have to provide columns or vertical bands ay all corners of a Masonry Wall. But in our region (Punjab and nearby states ) even in developed colonies, the longitudinal walls are generally common walls but two neighbors , each having 4.5” portion of the wall in his plot out of 9” thick wall. My question is that how to proceed:
1. When one of the neighbors has already constructed his building.
2. Even when two neighbors construct their house at the same time, because of different floor plans of both, the corners of the walls will not be at the same position.
respected seniors,
can any one enlighten on how to design an buttress retaining wall manually as well as using staad.
respected seniors,
can any one enlighten on how to design an buttress retaining wall manually as well as using staad.
respected seniors,
can any one enlighten on how to design an buttress retaining wall manually as well as using staad.
respected seniors,
can any one enlighten on how to design an buttress retaining wall manually as well as using staad.
respected seniors,
can any one throw some light on how to design an buttress retaining wall manually as well as using staad.
Dear Engineers,
We have a footing supporting four columns which are at random positions. How do we approach for design of such footing. It is appreciable, if we can get a standard method to solve this problem.
The thing is when we analyse the system (using plates and providing sub grade stiffness) in staad, we have abnormal results of Mxy ranging more than 541kNm.
Respected Sir/ Madam/ Colleagues,
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Dear All,
Can anyone explain the method to determine stiffness factor at a yielding support.
Regards
Babin
hiiiii...pls help and suggest how to design the below plan manually and design procedures as earlu as possible
respected SEFIANs,
hi this is manish,
can any body help me with how to use staad pro for building analysis and design,
so please if any one can give me some reference regarding how to analyse and design an building using staad.
Hi friends, in one of my friends site the masons have made holes on the beam for the sake of plumbing while casting that beam, so far it is not yet filled up.Because the plumbing route has been changed. so what is the procedure to fill it up?
please help us
Firstly,I am thankful for this site.I am attending to your side from Turkey and I think u did good work but I wanna ask you something.I didn't understand the interface of site.I can't use it effectively.Can anybody help me? For example I always get e-mail from this site but I don't understand what they are etc.
Dear Sefian,
I m about to design gravity retaining wall of 16 m high using STAAD pro V8i .Its base width is 11.38 m with its top with as 1.00 m .I m referring
IS-1893 and sp-22 for this design which gives the details about the behavior of static and dynamic increment pressure during earthquake.
the followings are my queries:
1) should i design this wall using plate or solid element,and why??
2)How to assign hydrodynamic pressure acting on wall at h/2.
can you all guide me in detail design of gravity wall using staad pro.
THANKING YOU,
RAJIV BHAGAT
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Dear All
1.15 factor is used for shear developed due to moment in flat slab if results of moment are not available.
is this factor require to apply for isolated footings?
Example-
shear from column say-100ton
facotred=1.5x 100=150ton
for moment transfer for internal columns= 1.15x 150=172.5ton.
this shear is considered for punching check.
my Q. - is the factor 1.15 is necessary to use for footing?
our one of the client is saying to avoid it as soil is around the footing.
Dear sefians, it is very serious to discuss abt the need of this
Hello ,
I want to know how the designing of chimney is done . i am working in a power plant and one of my work package is chimney . Looking at the drawings i do think how and why ?
kindly enlighten me
How to design a 275 metre height chimney , with 268 m concrete shell?
what will be the factors to be taken into consideration ?
how to obtain the exact detailing .
what would be the best construction direction for a chimney in the plant?
Thnx in advance..!!!! :)
Hope, It would be useful to all SEFIANS/NON-SEFIANS.
The query below pertains to Indian seismic code. Your opinion is requested in the matter enumerated below. Most of my work experience has been gained while working with American earthquake codes ( ASCE-7, UBC ,CBC ) and therefore that is the perspective I carry while reading the Indian code and therefore a need to seek opinion.
Hii Friends, I need suggestions on developing excel sheets.
Pl check the sheet n guide me to amend for hollow sections also.
Please find international job oppertunities for structural engineers
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The Steel Column is designed considering the loading capacity and L/R ratio, where L = Effective length and R = Radius of gyration. If Column is provided with web Stiffener plate, does it have any influence on Radius of Gyration of the Section and hence the L/R ratio?
I am basically a Civil Engineer having M.Tech degree in Structural Engineering with around 30 years experience in India and abroad in govt.
Thanks to all
pls check out attached files.
wen small beam rests on longer beams then some time during analysis smaller beam gets top -ve moment through out.
since it is smaller in span and practically there shd be less steel. can we release its both ends to reduce r/f.
Good Morning to all,
Please find link for generally asked questions for Structural Engineers Interview
http://safeandeconomicdesign.blogspot.com/2010/12/interview-questions-fo...
thanks and regards,
Dear Sir .
I am new joined in the forms and first time writing, please can any one help me out in below problem
1) How I should model joint –A ( ref Fig. ecnlsoed ), w.r.t to the column height above roof top and beam size.
2) Do I can considered beam as a simple supported or any partly moment release can be accounted if yes, how to calculate it.
Note: The size are in mm
please explain how the enhanced shear strength will be consider in the foundation design
Hi all,
What the purpose of Edge Beam?If edge beam is not put in plan then any problem create during the stressing in Post tension construction.all stresses,P/A are in limit.
I AM A PROFESSIONAL ENGINEER AND I AM DOING MY P.hd.,ON S I F C O N FOR RETROFITTING PURPOSES. PLEASE SEND ME THE AVAILABLE INFORMATION ON THIS SUBJECT. YOUR HELP WILL BE HIGHLY USEFUL FOR ME.
BADAM SUNDARA RAO
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Hello,
I m a student in CEPT Uni. of Str. Design.
We have a subject called "Seminar", in this we have to present some topic in the end of semester.
I have taken "Reinforced Earth" as my topic and i want to present the design criteria and procedure for the same...
So, plz if some one have this knowledge plz guide me for the same.
Its very urgent i have presentation on 30th dec.
So do as early as possible.
Thanking You.
Dear Fellow Members,