Is load allowed in the F2 direction for toenails? See attached diagram.
Its seems in one direction the toe nail with be in tension and the other direction compression. Let me know what you think
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I have been asked to size the thickness of store front glass. The glass panel is 6 w'x10 h'. The panel is supported on top and bottom only. In the past, I have always used the ASTM1300.. For this project the 10' is beyond the limitations of the chart.. See attached PDF.
For reference the...
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I am working on a high end restaurant and it has a 3rd floor roof deck of a pretty decent size. Currently the roof is designed with steel I beams and a concrete filled metal deck. Above the concrete will be a water proof system and with pedestal pavers.
The architect asked us to remove...
I have a 3 story wood frame apartment building where the floor to floor straps are bowing at the floor system. I am aware that the bowing is caused from shrinkage of the building. The straps are nailed top and bottom and not at the floor system as specified by Simpson.
We expected about a 1/4"...
I'm looking for opinions regarding an acceptable tolerance for the percentage of nails that can be missed or mis-installed on a wood panel shearwall and still be within an acceptable tolerance.
For example if I specify a shearwall with 8d nails @ 3" on-center for a 7/16" OSB and the framer has...
I designed a 5 timber bridges for a resort developer. The bridges are 2 lane and 60-100ft long with 1 bridge 1300feet long. The bridges are about 4-6 feet high, over wetlands. I designed the bridges with an HS20-44 loading and a crash tested guardrail (as originally requested). The pricing came...
I recently did a simple tilt up project. I specified the lift design was to be designed by others and signed and sealed by a delegated engineer. The contractor has submitted some shop drawings that are not signed and sealed. Before I reject them, I was hoping to get some feedback from the...
I have a condition where the deck joist are fastened through the wall sheathing and into rim board with a hanger. The hanger has been specified as recommended by the Simpson technical manual for Hanger to Rim board.
Is there an issue with this detail regarding deck away. In my opinion the...
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I started my own firm about 3 years ago and one of my previous employers employees reached out to me for a position. I did the interview and I would hire this person but I dont know if I should. I worked with my old employer for years and even though we are not close personal friends, I...
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I have a footing supporting a mezzanine. The load is about 5500#. When they dug the footing, 6 conduits were discovered running parallel with the mezzanine. See photo. This will affect 5 columns.
I told the contractor we need to move the columns away from the conduits and cantilever...
What is the minimum slab on grade thickness I should use for a PEMB. The architect said the building is going to be used for manufacturing.. The building dimensions are 150' x 80'. I was going to go with a 6" slab but I am looking for code guidance. Please let me know your thoughts.
I was asked to provide engineering for a house very similar to the house in the attached picture.. The house in the picture is in the Bahamas and my house is in Florida. The balcony on the house wraps the corner and is supported by cantilevered concrete beams.. I told the architect that we...
I am looking for tips or ideas on how to approach a Retail project I am working on... The project involves modifying the existing 1 story building 520'x120' 17' tall, by raising the front and side parapets on average about 9' but in some cases 18'. The existing building is masonry perimeter...
I have a client that needs to core a hole in an existing PT slab. X-rays have been done and the tendons have been located. The new 6" hole will be 4" away from the tendon. From the articles I have read, it seems that the new hole will be acceptable. My question is there a specific code section...
I am working on a renovation at a 2-story church where the architect is removing the existing 2nd floor to create a volume space. The existing walls are 8" masonry and the reinforcement is unknown at this point but its assumed that the existing wall will need to be retro fitted... My suggestion...
I have been working on foundation design for a 4-story wood frame multi-family design on a very high plastic soil. The geotech has given the following parameters for the soil.
Bearing pressure = 2500 psf
PTI Parmeters
Center em = 8.3', ym = -2.2"
Edge em = 5.1', ym = 1.8"
ks = 125pci...
The contractor misplaced an anchor bolt group for a precast garage and asked me for a repair. I designed the foundation and the precast engineer designed the precast. Please see attached file for column to foundation detail.
My first idea is to cut the existing bolts at the top of the footing...
I'm hoping to get feedback on how to design the following condition.
I'm designing a 4 story apartment building wood framed, designated as a type III building... The IBC states that walls need to be non-combustible but FRT studs are allowed. I have a floor truss system that sits on top of the...
I have a large 5-story wood frame building with some fairly decent wind uplift loads, no seismic. The uplift system consist of CLP full height threaded rods and the shearwall hold downs are Simpson hold downs. Both the CLP and Simpson hold downs are anchored by epoxy. In a few areas of the...
I'm hoping to get some feedback regarding the footing design for houses on piers "Drive Unders". See attached plan. Basically we are designing 1 and 2 story houses on piers for a high wind load area. The piers are masonry and the floor system is wood framing.
Currently our foundation consist...
