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?
Re: Roof deck span condition
Posted by on December 22, 2009 at 7:36 AM. | 1 Comment »
How we consider the roof deck span condition like single span,two span, three span condition?
Galvanizing of Embedded Items
Posted by on October 28, 2009 at 4:21 PM. | 1 Comment »
Is it a bad idea to galvanize and embeds or other carbon steel items that will have contact with concrete? Should the detailer bring up this issue with the EOR if the contracts call for all embeds to be galvanized, or is this no long a big issue?
concrete filled HSS columns
Posted by on October 22, 2009 at 4:29 PM. | 1 Comment »
can anyone direct me to a fabricator for concrete filled HSS columns in California?