Search results for query: *

Here it is hope it works!http://files.engineering.com/getfile.aspx?folder=c8763643-15f9-41a6-aa79-e00766725bc7&file=using_or_and_functions_together.xlsx

Hello, I am trying to use the and, or functions together but the results I am getting from my formula are opposite of what I need. Basically if any combination of cells B4-B7 taken 3 at a time is less than 1.5*B3 its true otherwise false. In my case its true but my formula is saying false. Some...

I have attached the excel file in question. Basically I have two input values which are the yellow highlighted cells and would like to use formulas to calculate needed value (ie. ks) The cells highlighted in red are the cells I am trying to enter an equation to look up values in the table. I...

StucturalEIT,KBVT Thanks for your replys! Would either of you have any refferences/examples to a case simialiar to this? I have several sources but each one has examples of columns placed directly in center of slabs. By the sounds of it I have been overly concervative over the years.

Clansman The attached word file is as follows: For a 10’ x 10’ x 30” slab on grade with column centered on slab the one-way shear strength is: Ultimate vertical load from column: Pu=500k ?Vc= ?2??(f'c )*bw*d Clear Cover = 3”, Rebar = #8’s, ?=0.75, bw=120", ?=1, f'c=4000psi, d = (30”-3.5”) =...

Just to make sure I understand. 1. So if the distance from face of column to edge of concrete is less than d the shear check is neglected on the faces of the columns that fall less than d from the edge? 2. Even if the column is located at the corner of the slab assum the Pu is distrubuted...

The attached document is an example of how I check wide beam/one-way shear. As shown the column is centered on a square slab on grade so its straight forward check. I now have a situation where a 30"x30" column is on the corner of the slab. (From the North face of the column to edge of slab is...

blackmaddog & WillisV Thanks for the valuable information. This is exactly what I was looking for!!

I have been looking into using table 4-12 in AISC 13th Ed. Does anyone use this? Seems a bit conservative but I would like to get other opinions. I have a truss modeled up using Risa. The diagonals in the truss are single angles. Taking member forces from my model I looked in table 4-12 to...

In load combinations E = Ev + Eh. All our designs have been Cat. A so per code i've been able to ignore the Ev values. Per the inspector we are required to design as a Category B for this particualr site. Per ASCE 2005 12.4.2.3 the Ev value is accounted for in the factor on DL. My question is...

Magoo2, Thanks it works perfect now! Do you know the logic behind true vs false in this case?

I am trying to use the Hlookup function in Xcell and I'm haveing trouble. the lookup value is from a cell that used the roundup function and it keeps giving me "NA". I did the same formula using Hlookup with the round down function and it works perfect. Can anyone shed some light? I have...

Steve1, JoshPlum How would you model a slab/footing in risa (spring constants,plan restraints, plates vs solids....) The models I've been comparing using a 2' thick square slab just don't seem to compare. What I am trying to do is eliminate doing the check by hand (save time) but first need to...

I am Wondering how others use Risa for doing frequency checks? I compared Risa frequency with hand calc frequency and the two were not comparable. I have tried a few different modeling techniques as listed below. 1. One model I used a sub meshed plate and assigned each node a spring constant...

NS4U- I do not have access to the ref. you have stated at this time but I will work on that! Have you seen the ASCE publication "Wind Loads and Anchor Bolt Design for Petrochemical Facilities"? If so what is your take? Over the years I have used this publication as a guide to take the pedestal...

Structural/EIT, I agree with what you have stated but in general what is your take on awfully close( Within 6" or you thinking closer). No Soup, Whould you not consider the horizontal ties as intersecting the pryout shear plane?

I am designing anchors embedded into a 2' square pier. The pier has eight vertical bars evenly spaced 3" from the perimeter. I consider the vertical bars as supplemental reinforcement and ignore the concrete breakout check for tension since it doesn't govern. I was wondering about the Ncbg...

DaveAtkins, Would you have a copy of lecture notes for a reference?

I have been told when designing girts with sag-rods that the girts can be considered laterally supported at the location of each sag-rod. I am unable to locate any technical data or examples to reference. If I were to design the girts without assuming lateral support from each sag-rod the girt...