I have posted a couple of threads regarding this subject in the past, but I would like to post a more thourough question regarding providing seismic design on steel stairs. I have a particular project which is in the Missouri area and is governed by the 2006 IBC and ASCE 7-05. I have about 6...
Does anyone have information regarding what is the allowable deflection of a cantilevered glass guardrail system which has 4-way spider fitting at each lower corner of panel analyzed as thin plates. The glass would be tempered glass. When I analyze the panel using thin plate theory, I get a...
Okay, I have a fun and interesting challenge. I am providing calculations on a stair that has the stair stringer attaching to a 6" structural concrete. The steel fabricator has fabricated and installed a mirrored image of this stair. They are proposing to connect the stringer to the 6" slab...
I have a situation where a HSS6x2x1/4 horizontal outrigger is welded between a HSS12x2x1/4 stair stringer and a HSS6x6x3/8 building column. The HSS6x2x1/4 is welded all around at each end. I am very concerned about the connection of the HSS6x2x1/4 to the building column becuase of local...
I have a 6 story stair tower which has a stacked HSS column the whole height of tower. The columns are intersected by the landing members. In essence what I have is a HSS6x2x3/8 column and MC12x10.6 landing member. The HSS6x2 columns have end plates at each end and are welded off to the...
If I am providing calculations on steel connections for a project governed by the 2000 IBC, is it acceptable to use the AISC 13th edition? I believe the AISC LRFD 3rd edition is referenced in the 2000 IBC.
Val
I have a question regarding kinked stringer design. The NAAMM standard for metal stairs design kinked steel stringers based on a uniform load that is projected along the length of the stringer. When I look at a kinked steel stringer it appears that there would be an outward thrust at each end of...
What is the most accurate way to analyze a steel embed base plate that has moment and shear? Is it acceptable to design the plate using conventional base plate theory and design the headed studs using PCI guidelines? Any help with this question is appreciated.
Thank You
Val Courtney, PE...
Has anyone ever used a shear tab connection between a HSS beam and HSS column? I had a detailer contact me regarding this type of connection. They would prefer to slot the beam and slide a plate into the slot and weld the plate to the HSS beam which in turn would bolt to a shear tab that is...
I have a trellis that I am analyzing using RISA-3D. the trellis is comprised of a inner frame and outer frame which are welded together using intermittent fillet welds. I am wondering if it is acceptable to model rigid links at the location of the intermittent fillet welds.
Thank You,
Val...
I have a composite glass stair tread supported at the corners with the following layers:
8mm Annealed Glass
1.52mm DuPont SentryGlas Plus Interlayer
15mm Annealed Glass
1.52mm DuPont SentryGlas Plus Interlayer
15mm Annealed Glass
1.52mm DuPont SentryGlas Plus Interlayer
8mm Annealed Glass
Total...
I have a circular stair that spans from the first floor to the second floor which is essentially 360 degree turn. The outside radius is 15'-0" and the inside radius is 9'-10". The maximum span between supports is 23 feet (arc length). I have designed the stringers using either a flat bar or a...
I have a steel stair that I am providing structural calculations that is located in Virginia Beach, Virginia. The performance specifications require a seismic analysis of the steel stair framing. It appears that the seismic design category is B based on the 2003 NEHRP maps and the IBC/ASCE...
I have a project that I will be submitting calculations on. I have a typical straight parallel steel stair with 2" filled concrete pans and 3" concrete landings. I am required to design the steel tower for seismic load effects. I have all the design criteria for Ss and S1, etc. The project is...
Could someone please tell me what is the easiset way to use databases with MathCad. I would like to create a database of all the AISC steel shapes and their corresponding design values and be able to creata one variable in my MathCad program that would pull up all the design values. Is this...
Could someone please clarify what is the correct way to detail the connection between the scissor truss and stud wall top plate. I have read several threads on this website regarding this, but it doesn't seem like there has been any clarification.
Is it incorrect to provide connection at both...
I have a HSS8x8x1/2 Tube Col and W14x30 beams on both sides that form a rigid frame. The design engineer used bolted end plates, but didn't see that the plates protrude outside of the walls. The steel fabricator has contacted me requesting that I come up with a better solution for the FR...
Has anyone encountered a heavy WT splice for a long span steel truss. If so, what have you seen as a typical detail.
I have considered providing a splice detail such as CJP weld the flanges and provide a plate on either side of the WT web with slip critical bolts to transfer the maximum moment...
I have a raised heel wood scissor truss that has a 2'-0" high heel. I am having concerns and problems transferring my roof diaphragm force into my double top plate. Typically I have used the Simpson RBCP clips to transfer my force from the roof diaphragm to the double top plate but I don't...
Does anyone know if there are any known criteria for writing up a contract for a steel fabricator? I have done work for some steel fabicators and would like to start getting things in writing. Thank you for your comments.
Val Courtney, PE
Optimal Engineering, Inc.
