Temprature load in steel building
Posted by R A on January 14, 2012 at 11:58 AM. | No Comments »
If we provide expansion joint at roof purlins only (at 125 ft lehgth). Do we need to consider temprature load for building. Building is 350 ftx185 ft and 175 ft high industrial building. temprature variation is 80F. With expansion joint loads are very high at vertical braces location and seems unreasonable to design for these loads. Please advice. Thanks
Vertical load capacity?
Posted by Jim Westman on December 15, 2011 at 3:04 PM. | 1 Comment »
I am currently building a small steel structure using a 9-foot high 4×4-inch square tubing, mild steel, 1/4-inch thick, to vertically support another non-moving horizontal beam.
I am desperately trying to find a place/chart/website/anything that can give me a rough idea if I am relatively safe in terms of vertical load capacity of the 4×4 post (it’s plum).
The load will potentially be as much as 5,000 pounds.
Any help would be so much appreciated.
Thank you in advance.
stair tread holes overlap on Stringer Mitre Cut
Posted by on December 22, 2010 at 11:18 AM. | 1 Comment »
When a stair was placed with the treads with respect to Run and Rise as specified in Design Drawing, there is a possibility that the tread hole may exactly come on the mitre cut of the Stair Stringer. What may the best possible solution in such cases?
ASTM A572 grade 50
Posted by on December 1, 2010 at 4:14 PM. | 1 Comment »
is it possible to use ASTM A 572 grade 50 in plates up to 5"?,if not, which is the recommended steel for substitute in a Bridge structre application
MSC June 2010 - Base Plates and Anchor Rods
Posted by on June 11, 2010 at 2:26 PM. | No Comments »
In the Erection section, the statement "It should be understood that anchor rods cannot be pretensioned ——" is not correct. It is possible, and in some cases advantageous, to pretension anchor rods. For pretensioning, it is necessary to use a washer, larger plate or other shape (i.e angle) at the embedded end nut or bolt head. Relying on bond to resist uplift of any kind is never acceptable.
Manuel Morden, S.E. F SEAOC
seismic response modification coefficient
Posted by on March 10, 2010 at 12:56 AM. | 1 Comment »
I want to know if the "R" is different in ASD or LRFD method, is it depend on load combinations also?
Design Load of Knee brace
Posted by on March 5, 2010 at 2:28 PM. | 1 Comment »
For portal frame rafters, what is magnitude of the force subjected to the knee brace resulting from preventing the rafter compression flange to deform?
a friend of mine told me that it’s about 5% of the compression force in the rafter
if it’s x%…then x is the force resulted from the laterlal torsional buckling at the particular point…?
Using Alignment Chart for Portal Frame Rafters and Columns
Posted by on March 5, 2010 at 2:16 PM. | 1 Comment »
I have a tapered Column and a Haunched rafter, how can I get "K" from the Chart while the Column’s moment of Ineria is not uniform along the column and rafter’s length…?
bolted column splice
Posted by on January 7, 2010 at 7:46 AM. | 1 Comment »
In Table 14-9 (continued), of the thirtenth edition of the AISC manual, at the center point of the splice the bolt c/c dimention goes to 3 1/2″ in stead of 3″. What is the reason for this?