There was a previous post with much speculation on the structural cause of the sign falling off its column. Does anyone know the final answer? Were the bolts too small? Holes too big? Holes didn't line up in the two plates? Too thin washers...
When I asked the Texas Board about the architect's request for each sheet in its own pdf he said,
Each page of the final version of engineering documents whether in a hard copy or an electronic format, must have the responsible professional engineer's seal and signature with the date affixed...
Tampa asked for all documents in the permit application to be combined into one pdf and they wanted my digital signature on the pdf even though I only did 3 of the 30 pages.
An architect in Texas asked for me to separate each sheet into its own pdf and digital sign each pdf.
City of Doral said...
How do you connect the exterior wall on a 14'x50' rear porch with walls on 3 sides in the middle of a 110' house to the roof diaphragm? Since the porch beam is the roof diaphragm chord the porch shearwall is an interior shearwall even though it is exterior wall. The builder plans to stucco the...
My customer only installs the awning and I only tell him how many kickers he needs and how many thru bolts. So I put a note on my drawing that he needs to check with the building engineer to make sure the wall is strong enough. I don't know if he ever checks but since the awning is shown on the...
I engineer attachment for wall signs and awnings. There are no code approved anchors for brick veneer (except maybe Hilti 270 and PROFIS only calculates glue adhesion not brick out of plane strength or ties). Since my customers all put wall signs on brick veneer I am considering attaching...
Woodworks connection said put top bolt 2.6" from top and lower bolt 1.88" below that or 1" from bottom; 16"OC is good for 1048plf. Seems pretty precise locations in 4x6 so I changed to 4x8. I specked 3x3x.25 washers on top bolt to avoid cross grain bending. I sometimes wonder how they attach...
Thanks everyone for the good advice so quick. I'm going to spec 4x6 ledger, 2-5/8 anchors @16"OC, 2 - 1/4"x6" screws top chord to ledger, 2-2x4 blocking nailed 4"OC to ledger and 3/4" OSB floor deck. for the CMU wall parallel to 32'x24" floor trusses: 2x6 ledger with 1/2" anchor@24"OC, LTT20...
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How would you attach top chord bearing wood floor trusses to 2 ply 2x wood ledger bolted to CMU 2 story wall in high wind? How would you attach 3/4" osb floor deck to the ledger? Blocking between trusses? Or maybe just lag screw the top chord to ledger, nail floor OSB to...
Am I understanding this right? 200mph Saffir/Simpson = 220mph ASCE7-10 (extrapolating C26.5-2 since all speeds over land are 1.1x Saffir) = 248mph ASCE7-10 (using the Durst Curve 60sec water = 1.25; 3 sec Exp C = 1.55).
Hurricane Patricia became the most powerful tropical cyclone ever measured...
Thanks for all the input. It show there are more ways than one. I like SAIL's first sketch, 1. gussets from base plate all the way down each side of torsion tube seems to add stiffness where you need it (I normally do that but this time in TN 115 mph wind speed I skimped), 2. side plates to...
What about a 12"x6" tube to eliminate radius weld issues? Should the torsion tube be lower height rectangle or square? 12x6. J=124in4, C=32in3 vs 10x10. J=220in4, C=44in3. Is there any bending disadvantage in 10" column not lining up with side wall of 12" torsion tube? Would gussets help? Or...
Yes, they would need to field weld since the existing columns are embedded in foundation. Is there a better way to attach than field weld? Remember these are sign installers so they shouldn't have a problem welding; just look at a any sign column.
I attached a sketch. Any comments would be...
I am looking for advice making connection to HSS square tube with torsion load, wall thickness of the HSS tube, and bracing or stiffening requirements.
My customer has an existing two column pylon sign and wants to use the existing foundation and 18" of existing 10"x6" HSS columns spaced...
