Dear Mr. IJR,
Thank you for your detailed reply and valuable guidance. Surely I will present my deign calcs. with an expert like you before application.
Sorry for late response.
Regards,
KVRam.
Dear Mr. Flame,
Thank you for your response. In my case as span is large and loads are heavy , I have opt for Open web type. For other spans ranges from 15m to 18m , I will go for Plate Girder type.
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Dear Mr. DJK,
I am sorry for...
Dear Members,
I am designing a crane beam steel type "open web type " due to heavy crane loads and large spans. Crane capacities are two nos. of 50t and crane beam span is 24m. Crane beam has to design with top chord and bottom chord with web members. This crane girder will be...
Dear Members,
I am designing a crane girder "open web type " due to heavy crane loads and large spans. Crane capacities are two nos. of 50t and crane beam span is 24m. Crane beam has to design with top chord and bottom chord with web members. This crane girder will be supported by...
Dear EIT2,
Mr. ARIF ALI SIDDIQUI has attemted to answer in a right way. I will add few more sentences.
1) Fundamental frequency is the lowest frequency for the various modes of vibrationof a structure. Both natural and fundamental frequecies are refering the same
2) Any structure will have as...
Mr. JAE,
Thanks for your openion and I believe it fully. Number of handy spread sheets we prepared on day to day basis & applications. If any good idea or with innovative concepts on development, I attemted to put a question. With a caution on liabilty , I feel one can share . I will send a...
Dear Mr.Haider1,
Detailed analysis and design , refer AISC " Steel Design Guide Series - 7" for Industrial Buildings. This clarifies better than other
Dear Members,
Pl. help me to locate or provide any Excel Spread sheets for day to day steel designs like connections with bolts , welds and other handy spread sheets.
Thanks in advance
You are asking about fundamentals in design or what for you questioning? It is a basic design approach which is there in any text book or in formal desig procedures. With this kind on insufficient information , You may be guided as fundamentals ratger section size.
Mr. Murali,
It seems two buildings are there in your skectch from the dimensions concern and two are perpendicular each other. From my experience for the wind applications as below. Regardless of the software or programs you use , the basic procedure I am putting to you.
Wind lateral direction...
Dear Mr. BJB,
Ref. Fig 6-3 from ASCE7-98 .Follow the coefficients with Gust factor as 0.85 in case of rigid structures or calculate G value in case of flexible structures with wind Exposure"C". ( Use 0.8 for Exposure "A or B") .This is applicable for all heights in case...
Dear Mr. BJB,
Ref. Fig 6-3 from ASCE7-98 .Follow the coefficients with Gust factor as 0.85 in case of rigid structures or calculate G value in case of flexible structures with wind Exposure"C". ( Use 0.8 for Exposure "A or B") .This is applicable for all heights in case...
Dear Mr. Dozer,
Yes. 0.9D+/- E/1.4 should not have included in alterante load combinations.
At this combinations , seismic force to be arrived for dead load contribution which is there for 100%. Hence sresses need not be increased.
Dear Mr. Dozer,
These two clauses are creating confusing. 1612.3.1 , it is a basic load case of 0.9D +/- E/1.4 where in dead load only contributes. There is no increase of allowable stresses.
1612.3.2( Alternate load comb), in all combinations either live or snow loads are added in...
For practical point of view and erection point of view, 10' to 12' is a right choice for unsupported length. If it is designed as a plane frame , restrict to 10 -12' and for space frame with/WO P-Delta analysis one can go for full length as all types of forces will be called in.
How ever , in...
For practical point of view and erection point of view, 10' to 12' is a right choice for unsupported length. If it is designed as a plane frame , restrict to 10 -12' and for space frame with/WO P-Delta analysis one can go for full length as all types of forces will be called in.
The awareness on structural components is important rather advise on member capacity. The applicability is to checked first and capacity to be defined later. For lower sections where in for temporary supports one can suggest but not for all. The question of technicality comes in to picture for...
