I have an unbraced W18x65 beam spanning 35'-3". It is supporting 3 pipe hangers on the bottom flange. The hangers support an insulated 6" or 8" pipe. The top of the pipe hangs down about 45" below the beam and turns up and into a cooling tower. When you push on the top flange laterally near...
This would apply particularly for spreader beams. Is the allowable bending stress in Section 3-2.3 based on using the plastic section modulus or the elastic section modulus?
The text only refers to these two properties, Sx and Zx in terms of the unbraced length. In my case, there is a tube...
I normally design a retaining wall footing for a Sliding SF = 1.5. I use a friction factor for the dead loads and a passive pressure against the toe to reach the SF required. Any soil or dead load above the footing toe can be used as a surcharge to the passive pressure.
In the past, I have...
I have 2 Excel workbooks and I am using Excel 2013. Can someone take a look a see what I am doing wrong. Thanks!
Private Sub CommandButton1_Click()
Dim Datafile, File, Folder As String
Dim RetVal, FirstRow As Integer
Datafile = "Ram Elements Data.xls"
File = "Ram Elements...
The 2014 ASME BTH-1 fillet weld stress equation 3-55 does not have a different allowable for a fillet weld loaded transverse versus one loaded longitudinally. The AISC 360-10 equation J2-5 shows a 1.5X factor for a 90 degree transverse fillet weld. Is there a good reason for not using this...
Using AISI S100-12 Section E4, I have bumped my brain on the combined forces limits. There are 6 limitations that must be met for the "Combined Shear and Pull-Over" equation in E4.5.1.1 to be valid. The first one and the last one eliminate most "typical" connections. The 4 limits on "Combined...
I have the code for 2 buttons that I would like to add a new feature. I would like each button to delete a small txt file and write a new txt file to the same folder that the spreadsheet was launched from.
Here are the files:
1. "Ram Elements IN USE.txt" with one line of text that contains the...
I have a continuous timber frame column with knee braces at 2 levels. At the lower level, the bending in the column results in a horizontal shear stress overload. I have maxed out the wood sizes available to me. So I came up with an idea to reinforce the column for shear by adding steel bolts...
I am looking for some good books to provide some design guidance the subject. Any suggestions?
I found these listed by ASTM:
Modern Stone Cladding: Design and Installation of Exterior Dimension Stone Systems by Lewis (1995)
New Stone Technology, Design, and Construction for Exterior Wall...
I have been asked by a masonry contractor to design the anchors for a new university academic building. An Indiana Limestone company is supplying the stone and stone shop drawings and I will be supplying the stone anchor shop drawings with my calculations for review. Currently, all of the...
I have 1959 drawings of a courthouse constructed with pre-stressed concrete planks 48" wide for the roof and floors. The drawings have notes to indicate 5,000 psi concrete and 7-wire 250 ksi strand. I think the precast is 4" and 5" thick and "rough" for a 2.5" topping on the floors and no...
It is a little unpredictable, but sometimes when I click on the Help button in a dialog box such as Format > Dimension Style, the dialog box may disappear at some point while I am reading the help screen. Also, this may happen when I already have Help open and I open a dialog box.
The dialog...
I am looking at designing a basement wall that is tied back with soil nails or helical anchors. The entire wall from top to bottom will be tied back. The site is very steep, about 30 degrees. The building will have wood framing that does not have the capacity to restrain the forces at the top...
Referring to D.5.4 calculations, I have a pier with 4 anchor bolts (rods). If the spacing between the anchor rods is large enough, then each rod works independently and equation D-16 controls. So if the tension is concentric, the total allowable blowout would be 4X the amount calculated by...
I am looking for a practical manual or book for designing structures framed with cold-formed steel members. It's easy to size a wall stud for wind or axial loads or size a rafter/joist for bending. SSMA and CFS vendors' catalogs will give you a good start. I am looking for a "best practices"...
I have a 1951 building with 15" wide x 2"(?) thick roof panels spanning 7 feet. The layup is staggered. The drawings call for 2" Gypsteel Panels, but I found an article that said those panels were 24" wide.
I am planning to make some small openings for some 4x4 tube steel supports and I am...
When I click on the formula window to edit an Excel formula (2007), the cell range names revert to their col-row cell references. Is there a setting that will make the cell range names stay put while I edit the formula?
I am looking at the dashed lines and solid lines in the 3 graphs in Figures 7-2, ASCE 7-10 and comparing them to ASCE 7-05. Figures 7-2a and 7-2c are essentially identical. For ASCE 7-10 Fig 7-2b, the solid line at Cs=1.0 reads 45 degrees graphically but is labeled 37.5 degrees. For ASCE 7-05...
I am working on an Excel VBA macro that will keep a record of software usage.
After opening the spreadsheet, clicking a command button will stamp the current time and user name in the cell selected, move to the next cell down and launch a program. The path for the program being launched...
I need to remove some old fill and replace it under a road adjacent to an abutment for a one lane bridge. I want to start at the abutment and excavate in 4 foot-long sections so that if an emergency vehicle needs to use the road, it could be filled "rapidly" and some 4'x8' steel plates could be...
