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Hi all, I need to come up with design depths for scour of pilings (working in SW Florida) - is there a standard reference guide/map that has this outlined? If not, is there a typical procedure to obtain a conservative value that DEP will not dispute? Thanks, G.S.

Hi all, Wondering if anyone has access to a catalog with specs for Hughes anchors - looking for uplift on an anchor called the "Sanibel". I checked the USP site, and cant seem to find it. Thanks in advance!

Everyone, This issue has been resolved. I was always under the impression that truss anchors are per C&C... turns out you can use Main wind force...

Hi all, I'm working on a house in the Florida Keys - we have a 180mph wind with exposure D. My roof truss uplift reaction (common truss) are ~5k! - can anyone suggest a proper anchor to a wood stud wall for this monster. I know there is now a question of going to a CMU wall, but we would like...

Hmm, I'd say this spec is vague... I've come across a British spec that says the only value of the concrete is to provide continual lateral bracing, all load is to be carried by the beam. Also, I think any paint at the interface will not be conducive to shear transfer (and it looks like, in my...

KootK, I am looking at AISC 360-10, Sec 16, under force transfer mechanisms (dated 2010) - "the force transfer mechanism of direct bond interaction shall not be used for encased composite members"... what am I missing?

welp, as far as inefficiency, I am not sure that with the labor cost factored in it will really come out much different - I am by no means an expert on this so please correct me if I'm wrong. We have the option to to just plop some beams in, or have someone come in, chip away the concrete, bring...

DETstru, No, I do not believe the system was designed as composite - our drawings do not indicate any shear transfer mechanism. The beams are encased in 2+ inches of concrete on each side. I am thinking it would be just too much work to break away the concrete, weld studs, and replace...

I think AISC 360-10 covers what I had in mind. We were assuming there was going to be some 'direct bonding' between concrete and steel, as we do have 16 gauge wire at 8" intervals; however, looks like AISC does not allow for direct bonding in encased member design. Thanks for the prompt replies!

Hi all, I am working on modifying an old building ('31), which had the beams fireproofed by concrete encasement. We are increasing the loads and the beams by themselves no longer cut it. Can anyone point to me an appropriate procedure as to how these beams can be analysed as composite? (or if...

Hi all, Please see the attached pdf. There is a ~3" diameter hole in the center of the plate through which the loading loading rod passes and is secured with a bolt on top ( seems like the rod would have to be made of some super-high strength steel, but the contractor claims 600k capacity)...

Hi all, For those of you who are familiar with pile testing rigs... I am designing one that needs to handle +-600k; the catch is that the contractor asked that I provide a plate through which he will connect his jack to load rig. With the current geometry of the rig, my plate is spanning ~14...

doh, one way shear and flexure it is - smacks self in head...

yes, 40 live 25 dead.

Hi all, I've been tasked with determining a nominal thickness of a post-tensioned slab - the actual slab design will be done by another firm, but we do need to know the minimum so that the architect will not have to revise elevations later. I am basing my calcs on puncture shear w/ shear from...

No, what I meant to say was - the column from above comes in so that its web (along y axis typical in cross section) lies perpendicular to the z axis of the beam below. The beam is in strong axis bending. Naturally the load has to be spread out to prevent web crippling, however the problem that...

Hello all, I am designing a connection for a transfer beam whose web is at 90 degree angle to the column which rests on top. I am looking to distribute the load using a base-plate and two(?) stiffeners within the transfer beam. I would like to make sure that the base plate is sufficiently stiff...

Hi everyone, Someone once mentioned to me some minimum column splice moment capacity requirements by AISC - I was wondering if someone can point me to them, I have not been able to dig them up. Thanks, -G.S