Attached is a crude drawing of a c-shaped 8" reinf. CMU wall. 50' x 250' bldg 2 story. Roof Flexible, Floor rigid All thick walls may be shear walls.
I am looking for the shear per foot for the walls. I know there will be torsion introduced because of the C shape nature of the walls. I am...
Equation 12.10-1 in Section 12.10.1.1 Diaphragm Design Forces of ASCE7-05 has the following equation:
Fpx=(nSUMi=x Fi)/(nSUMi=x wi)*wpx
It has been a while since college. I looked at Daniel T. Li's Seismic Analysis Based on CBC 2007 Chapter A found at http://www.engineering-international.com/...
We have 50 feet of standard brick. Supported laterally by studs/ ties. Only used as veneer. We have checked stress due to dead load... it is fine.
Is there anything else I should worry about?
Our office has two people going to Revit Structure.
Training is $1500/day for Applied Software, Inc. and other similar resellers.
Any one know a good alternative? (We are in Macon, Ga)
webcasts?
non-authorized trainers?
really good tutorials?
I have 2 (major)? arches:
Span=20', rise=2', rise/span=0.1, only supports 4ft of brick veneer (0.2k/ft)
Span=12', rise=3', rise/span=0.25, only supports 5ft of brick veneer (0.25k/ft)
I would like it to support itself.
Does anyone have an easy formula, example, or spreadsheet?
Every where I...
What checks must I do to see if a wideflange beam can have a hole in it?
I do the following checks: Am I on the right track?
1-Check to see if how much section modulus was removed by the hole
2-Check to see how much I was removed
3-Check to see if shear is ok for section with hole.
I want the stiffness of a masonry shear wall.
Construction:
Say its 10' tall, 12' long. 8" block w/ #5 @ 24" O.C.
Load:
It has a shear a the top of the wall.
Equation:
I know the bending stiffness is k = P/delta = 3EI/(L^3)
How do I find shear stiffness?
I recall it involves G (shear...
Verbage in IBC code says we must consider everything when calculating dead loads. How accurate must we get? Is it ok to say:
Beams: 5psf
Purlins: 2psf
Deck: 1psf
Sprinkler: 5psf
Other collateral: 5psf
Total: 18psf
Is this too simplified?
I know the deflection limits for each member are L/360, 240, 180...for each member.
But if the rafter deflects 2" at midspan and purlin deflects 1.5" at midspan. Then the total deflection is 3.5"
Is there any part in the code (or any code) about the combined effect of deflections?
Adam
Designing a WWTP with rect conc tanks:
It basically is 4 tanks together (4 cells). Each tanks is 100' x 67' x 18' tall. How should I model the foundation boundary constraints. I did: Vertical soil springs on interior. Around perimeter of group of tanks, I also did vertical subgrade springs...
I need a W21x44 about 70'long. They come in 60' lengths. What is important to consider when specifying how to weld them together? Also is there a special inspection I must do (xray the full penetration weld)?
We have 5 employees in our growing structural firm. We are looking for a financial software that we can:
1) Input excel timesheets into and it will tell us how much we need to bill based on individual rates.
2) Do payroll
3) Organize by project number
4) How much the quote for the job is
5)...
We have 5 employees in our growing structural firm. We are looking for a financial software that we can:
1) Input excel timesheets into and it will tell us how much we need to bill based on individual rates.
2) Do payroll
3) Organize by project number
4) How much the quote for the job is
5)...
In IBC 1607.11.2.1 greenhouses require a roof live load of 10psf. I am not designing a greenhouse, but an agricultural building. Is it possible to reduce the live load if it is for agricultural use? Currently I am using Equation 16-4 (Lr=20R1R2 ...) to calculate live load for ag buidlings. I...
