Where do I find the stress formulas for deflection of a center support on a 2 span beam, and or a beam with two un-equal spans. (See attached sketch) for clarification.https://files.engineering.com/getfile.aspx?folder=bf9a89af-a2fa-4956-94b2-f09b159a64b7&file=scan1872.pdf
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I have further question about that is reference to the thread above. I have a 20' tall vertical wall mullion that has 5'-0" of perpendicular wind tributary (Say 25 PSF Net Service- in any direction). The Vertical fin has a nosing projection that projects 2'-0" off the vertical...
OK so I have always multiplied out the wind loads from ultimate and multiply by CBC (equation 16-33 on page 23 of the CBC. ie if the wind pressure is 25 psf ult *Squareroot(0.6) = 0.77*25psf =19.25 psf.
But the confusion comes when applying ASCE 7-10 load combination 6 ____ D+...
Lets say I have a 3/8" diameter threaded stud with a nut on one side, going into a 1/2" thick 36ksi steel plate.
How would I calculate the capacity.
Plan checker says AISC only addresses a nut or mushroom head on both sides.
If i was designing a 24"sq x 48" tall light pole base of 3000 psi concrete,
At which point can it ignoring appendix d and just use reinforced concrete design with tension reinforcement and and shear stirrups.
IS is 18" or 24" inches or is there a specific code section that I can point to on...
Where is this described in the ACI 318-14?
I'm using wind for design thus I've always used used 1.6 times Wind to go from service level to Ultimate level loads for wind.
Is there a footnote that I am missing somewhere.
What programs are people using? I have seen peopl using SBEDS X1.1.1 but that seem pretty old. I am fine with that, does anyboy ahve a link to software to purchase or any info. to help a guy out?
The use of wood blocking inside of elevator shaft walls. or to attached hand rails in fire assembly rated walls. Is their a coded exemption where I can do this. I read it at some point but cannot find it.?? This is for a metal stud assembly.
So it seems you can design a plain concrete wall with no account for reinforcement.
My question is the use of Phi Factors.
The commentary is ACI 318-14 states to use the same Phi factors as reinforced concrete [R14.5.1.2] Pg. 199
but [table 21.2.1 } - Pg. 341 has value of Phi = 0.6 for plain...
Guys, I have struggled with this in the past but here is a great examples from the ADM 1-2015 (Enjoy!)https://files.engineering.com/getfile.aspx?folder=e428cfca-29dc-434a-a940-437a9e4a24bb&file=Sc_Calcualtion_on_Unsymmetrical_Shapes.pdf
I recently took the Gravity SE exam and received 3 acceptableness and 1 not acceptable on the afternoon portion of the exam.
It gave me an acceptable in Concrete which I barley drew pictures and diagrams for. (Ran out of time)
It gave me unacceptable on Steel which I completely smoked. However...
Are there any design guide or data on how to size a precast concert post base for deck in California. Yes I know how to size footings, but can't find anything on this.
My footing is 3'-0" embed into the soil and had a gravity load of 1000# and a lateral load of 400# at 8"-0" above its centroid (or 3200 ft#)
Do I assume a equivalent cross section for a square shape? Ie 2/3H a and Width. this is a short concrete column. Thanks
Does anybody have a good design example of bending of a screw at a stucco gap.
I've always calculated fb= v/a+ M/S
for a reduced circular section, which very rarely calculates for anything less than a 3/8" anchor.
Commonly contractors want 1/4-20 screws, any advice on how to make it work?
Thanks
Where is this reference in the California Building Code 2013?
My contractor installed 2 1/2 x 2 1/2x 1/4" which is all they sell at home depot.
I'm trying to see if I can work around the code.
it there are post installed fastener that I can get some sort of values for to attach to?
Say for 300# service load shear.
I am in California thus Cracked Concrete is a concern.
I inspected a fire damaged house today and recommended they replace all the fire damaged or even smoke damaged timber for Roof Rafters and post, but my question is, are there any guild lines (FEMA or NDS), that I could even calculate an allowable bending value or tensile value of burned wood...
I'm considering starting my own company but at least 40% of my work is DSA and OSHPD thus not sure if the time is right.
I'm sure tired of making other people rich. Can I design a component of a "SE" required building. Ie 4 Stories or more, schools, hospitals.
Thanks.
OK, so I'm doing a glass guardrail design and:
in the 2007-2010 CBC. (1607.7.1.3 on Pg. 10 . I can use a 1/3 Stress increase.
Now, for CBC 2013, it has disappeared. 1607.8.1 (pg.12)
My question is where did it go, is it buried in a handrail designer association manual or somewhere in the ASCE...
