I realize there are other past threads that have attempted to address this topic, but I wanted to take the time to get some feedback on an item I am currently contemplating. I have attached a sketch to follow along with.
I currently have designed a couple of 120' clear span, 10' deep steel...
I am currently providing some heavy timber truss designs for a US client, but the job will be located in New Zealand (near Auckland). I've found the New Zealand standards online (NZS 1170), but am reluctant to purchase since I'm basically trying to determine wind speed data only. That's a lot...
Per ACI 381-05, Section 7.5.2.1, the tolerance on minimum cover reads -3/8" for d<=8" and -1/2" for d>8". For tilt-up wall panels, the delegated engineer on my project has specified a minimum clear cover of 3/4". We have found locations where the reinforcing is very close (<=1/2") to the face...
I'm currently providing some design alternates for a steel frame sign structure. The original design incorporated HSS columns and HSS secondary frame members. Our proposed alternate is using W-flange columns and angle secondary framing.
Based on a weight comparison, the W-flange/angle frame...
I'm currently analyzing a very large flagpole. The overall height is over 200 ft. Due to the size, I realize it will behave similar in nature to a stack/chimney structure with the addition of the flag drag force.
My concern is deflection. I have been looking for a standard limit for wind...
I have a situation in which I am looking at combined flexural and axial stresses on a large base supported spire (+200 ft). It's similar to a flagpole (without the flag), so I have already reviewed the criteria set forth in ANSI/NAAM FP1001-07. However, I also want to cross-check my numbers...
I am currently working on a large warehouse structure utilizing tilt-up construction for the perimeter walls. I have an open web steel joist roof structure covered with metal decking. Due to the size of the structure and a step in the roof plane, I have 3 individual diaphragms to design.
I...
I'm currently doing research for a project that will require several moment splice connections for round steel tube / pipe sections. Each splice will also contain a reduction in the diameter of the next pipe section. The project is a tall spire (200'+) and I am proposing to design it similarly...
I am currently researching design loads to withstand a tornadic event for an upcoming project. I have found the FEMA 361 document that contains a bulk of the information I have been trying to locate.
However, one issue I am having difficulty in finding information deals with impact load due to...
I'm currently working on a warehouse in which I have to specify the slab on grade thickness and reinforcing. I have found some good references (i.e. "Slab Thickness Design for Industrial Concrete Floors on Grade" and "Concrete Floors on Ground" by PCA) and they have helped somewhat.
However...
Please don't laugh, but I have a question regarding a very small cantilevered plywood subfloor. I have a condition where I have a 6" gap between my structure (wood truss) and an adjacent building. There will be an expansion joint between the two structures, but with a 6" gap, the joint...
I'm currently working on a 160' tall lattice tower structure that is to be constructed of HSS shapes. The tower is similar to the towers used on a free-fall amusement park ride.
The dilemma I'm having at this point is my main column splice. Since it is a tower structure, the columns are...
I'm working on a complex heavy timber/conventional framed house and was trying to model a section of the roof to help track loads, etc. The particular portion of this roof has heavy timber rafters that are support by the exterior load bearing walls and a structural ridge beam. The problem I'm...
I've read through some of the previous threads pertaining to log shear walls (thread726-101643 and thread337-25324) and have gained some good insight. However I would like to take this question one step farther. The log home client I deal with uses rectangular shaped logs (6x12) with a 4"...
I'm currently working on a 50 m tall steel tower structure that has a slender footprint of 3.8 m x 3.8 m square. The structure is made up of tube steel columns (one at each corner and one at the mid point of each face - 8 columns total) with inverted chevron bracing. A wind study has been...
My question is regarding anchor bolts in tension and if there are any torque requirements for the end nut?
I have specified A572 Grade 50 anchor rods with A563 high strength nuts. I would assume snug tight to be acceptable in most circumstances, but due to the oscillating type application...
