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Thank you for your input. This is a flush header so top and bottom of the header are braced by the floor joists from both sides. I figure I would have to design the bolts for the interior support where the shear is max. in my case.

Hi I have always seen and designed single span flitch plate beams. I was wondering if they be as multi-span beams with intermittent supports. I just designed a two span beam and wanted to double check before making the submission. Any thoughts or advise will be appreciated.

The posts are 3"x3" tube steel and are welded to the base plates which anchored to the concrete slab. The 1" deflection is at the top due to 100 mph wind. I am not concerned with the attachments or anchorage. I just wanted to see if anyone has seen recommended limits for free standing cantilever...

Thanks for the reply. these are privacy fences and 6' to 8' high. I get about 1" deflection at the top which won't be interfering with anything. I was interested to see if anyone has come across any documents such as codes that I can reference in my calc's. You mentioned L/70. Was that from any...

I am designing an 8 foot high fence for a roof top and was wondering if anyone knows what the maximum recommended deflection for the top of the steel post should be. Of course, I have checked the stresses and designed the posts but can't find anywhere recommending L/120 or L/80, etc. as the limit.

Cel83, Thank you for posting the program. It worked very well and does save a great deal of time. Thank you again.

Cet83, In your last response you indicated you would be posting the shapes database program but haven't seen it yet. Anyway, I have one more set of dimensions for an I-beam which I can't find a good match for. Perhaps you can help. The measured dimensions are as follows: d = 20" bf = 12" tf =...

Thank you Celt83. Will try it later. Looks like I have to first install the Python program.

Great. Much appreciated. Out of curiosity, is the database program you are using available to everyone or is part of a different/structural program package?

Thanks. I also estimated the section to be close to a W27x102. You see, this was one of the sections. I have another that is not as easier match as this one. It has a d=18" and bf=11.875" with tf=o.71 to 1.09" The edge of flanges taper quickly to zero.

Yes, I did. I'll check again. I don't have access to Autocad but maybe able to use IES Shape Builder program. Eventually,I need to show the section designation on the plans.

Hi, I am trying to find section properties for an I-Beam that looks like a S section with tapered flanges with d=27" and b=10.125" The flange thickness goes from 0.68 to 0.96 inches. My guess is that the building is about 70 years old. A quick search of historical data wasn't much help.the S...

Thank you Ingenuity. This really makes sense now because, according to the plans, the 6" thick floor (one way slab) was designed for 200 psf of LL.

Thanks. I actually visited that website and looked at the table for that period (1901-1910') but missed the weight column. I don't have the entire drawing. Only in bits and pieces. I figure the building must be about 90+/- years so what you referenced would make sense. Thanks again.

I am working on a project that the record plans show "316-28 WWM" for a 6" thick slab reinforcement. I assume it is probably a stainless steel wire mesh. Does anybody know how I could get the design info for it? Thanks

I have seen grade beams directly on piles with the bottom of the beam below frost line (say 42" below grade) and, Grade beams that are supported on 2'x2'x18" pile caps. It that case, the bottom of the grade beam is only 18" or so below grade. I like to see what the general consensus is out...

Here is some more information: The soil is dense silty sand to about 26' and then dense sand. Bearing capacity 2-3 tsf. Angle of internal friction is 31 degrees. There is really no bldg. in the immediate area (15'+ away)and those have basements with foundations at least 12' below grade. Also...

Piles will be installed in 2' diameter pre drilled filled with 2500 psi concrete. With top and bottom slabs shown in the section view, the span becomes much smaller and it is no longer a cantilever hence using the temporary scenario.

BA Thanks. That is exactly what I needed. Interestingly, in 1956 ventilation requirement was 1 sq ft/500 sq ft od crawl space and in 1964 was changed to just "adequate area" so that structural damage won't occur due to condensation (same for the 1964 code)!! Now it is 1 sq ft of vent area per...

Attached is a wall cross section. the soldier pile wall will be inside the concrete wall with minimum 2" cover. The concrete wall will be restrained at the top and bottom according to the section. The piles are H 12x63's at 4 to 6 foot spacing. The excavation depth is about 16' and top of first...