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Can anyone provide any info on a scissor stair being 2 stairs and not one. I have an 8 inch block wall dividing the stair, sprinklers, steel pan stairs concrete filled, fireproofing and 5/8 F.C. sheetrock. Below is the code section. Thanks in advance for any help. 1007.1.1 Two Exits or Exit...

Getting the digital seal is not a problem but can anyone tell how to go about obtaining a digital signature. Any tips will be greatly appreciated. Thanks

Does any other State have a Self Cerification Policy? The link below is being considered in NJ. http://www.njleg.state.nj.us/2014/Bills/A3500/3047_I1.HTM

Take a look at AISC Design Guide 8 for the slab reinforcing used in lieu of a top angle connection.

Are moment connections used with composite metal deck construction?? Does AISC specify anything about this?? I have always seen portal frames designed with non-composite beams. Any tips will greatly appreciated.

Only in the talking phase. Architect is trying to have high ceilings with no joists. Deck would span wall to wall.

These are load bearing wood walls supporting 4 concrete metal deck floors

The building code is silent on this combination.

Has anyone ever designed concrete on metal decks bearing on wood frame construction. The architect seems to think its OK?? Any tips will be greatly appreciated. Thanks.

Can someone describe what Appendix D Buildings Exempted from Torsional Wind Load Cases is all about. Typically its 30 feet, 2 stories and light frame. Any tips will be appreciated.

Does the IRC have a live load reduction formula like IBC. Thanks

Make sure you select a rigid sub-floor and glue-nail as you indicate with specifications. Floor Squeaks may result if the istallation is done wrong.

I just was retained on a 3rd case as an expert witness. There is something wrong the inspections passing and the homeowner suing for a lot of money due to shoody workmanship and breach of contract.

While its not indicated in the diagram the calculated axial force is 4.2 kips in tension it for wind or snow loading perpendicular to the beam.

Understood. But there is a 30kn Fx reaction in this link from wind perpendicular to the beam. This is verified with Ram Advanse with a pin and roller support condition. Snow or wind lets say it the same magnitude. http://lms.cee.carleton.ca/notes/3203/SDBeamsAndFrames/FrameReactions

I am only looking at a "sloping beam method" indicated in Breyers book where the snow load is perpendicular. Take a look at pg 16/81 in the link below. Thanks again. Ram Advanse requires a pin and a roller condition for the beam to be stable as shown in my previous link...

EIT To continue with your calc's can you look at this link and switch the wind load to a snow load condition. The supports are a pin and a roller which yields an Fx. Thanks for your input. http://lms.cee.carleton.ca/notes/3203/SDBeamsAndFrames/FrameReactions

BA Take a look at the link below when you catch your breath. This thread is about a snow load perpendicular to the beam with a Fx reaction. http://lms.cee.carleton.ca/notes/3203/SDBeamsAndFrames/FrameReactions

The fact that there is an axial load on an incline beam results in an Fx. This is similar to an upper chord of a triangular truss at the lower support. For there to be shear the load has to be resolved into a 90 degree transverse component. The nails into the ridge, the structural ridge not...

When I model the rafter with Ram Advanse the load "perpendicular" to the beam with a roller at the low end and a pin connection at the high end of the rafter it results in an Fx reaction at the ridge. You can reverse the pin and roller and it still comes out with an Fx reaction.