@SteelPE:
When you designed your structure you had cantilever primary beam on both side of the column or just on one side? I have cantilever sloped beam on both sides. As I have cantilever primary beams on both sides of columns, I am getting a large moment at column base for unbalanced snow...
Jatfuentes,
The picture I have uploaded was just for reference. I am still designing the connections. I got the idea about the variable T welded to beam bottom flange. Do you want to provide complete joint Penetration weld all around the beam to provide the moment connection to column?
If I go...
@ Sail3
"I suppose one could weld two heavy vert pls on bottom fla of bm that would lap the flanges of the col putting the bolts in shear" - Can you provide a sketch?
"Another option, and maybe a better one , would be to use mini-knee braces between the bm and col" - We need to check with...
Thank you for all the responses.
I was reviewing unbalanced snow load as per ASCE 7-05. I couldn't find a lot regarding shed roof (20% slope). I have considered a couple of snow load (roof live load scenario):
1) There is no snow on one side and there is a full snow load on the other side +...
Thank you all for your replies.
So, for moment connection I am planning to provide (6)-1" dia. bolts on each side of column. I am using chapter 4 of AISC Steel Guide 24 for design guide. However, I am wondering isn't it better to provide welded connection all around between beam bottom flange...
@slickdeals: I don't have 450 kips-ft moment at column base. At column base my moment is approximately 120 kips-ft for unbalanced load.
@masquared48
If I consider the whole roof supporting dead load and snow load, my moment(450 kips-ft) on both sides of column are balanced and I am not adding...
Well,
My problem with connection design is: When I consider uniform snow load on each side of the beam. Considering it as a moment connection for dead load + snow load combination: the moment I am getting is 450 kips-ft and the shear I am getting is 35-40 kips. The check of beam prying and...
@ BA retired:
Here is a picture attached for a connection I am looking for. The question is if I put unbalanced snow load on sloped side of beam. It generates significant moment. So, I need to design beam to column connection for that much of moment and I am not sure how to design the...
Hi,
I am designing a cantilever canopy structure. I have approximately 20'-0" beam on each side of column. The framing is "T" shaped as the cantilevered beams are supported only on one column.
My questions is if anyone has connection design reference for that type of connection? I am planning...
I am designing a couple of cantilever connection for a parking structure. The design of beams and columns are not very complicated. However, the connections design is very interesting. I have attached a .pdf file for reference. I need:
1) A design guide for beam to beam moment connection.
2)...
...Co-efficients, Kh and Kz = 0.57 to 0.99 for 0 ft to 100 ft (For exposure category B and case 2, Refer Table 6-3)
4) Topographic Factor Kzt = (1+K1*K2*K3)^2 (This one has always confused me as all the data are not available) say Kzt = 1.2
5) Gust effect Factor G or Gf = 0.85 (Assuming the...
"use the tire(s) width(s) and for a pneumatic tire, the contact pressure is about 1.2 times the internal pressure in the tire. From this, you can calculate the length of the contact patch for the tire. "
I am not able to follow this sentence. Is there a way to provide an example?
Say all 4...
Hi,
Does anyone know a good reference material/book to distribute wind loads? I am not using any software which generates wind loads automatically and even if I will be using any software I want to understand how the loading is applied to MWFRS.
The information given in ASCE7-05 regarding...
The design for wind loads depends on height of the structure. I am not sure how is your approach to design it but some basic information is:
1) Find the wind pressure on the building using appropriate codes.
2) Select a Main Wind Force Resisting Frames (MWFRS)to resist the wind load i.e. moment...
Hi,
I am currently working on a project using Ram Advanse software. Ram Advanse software do not have a capability to import or export within CIS/2, Step or VRML files. So, I am exporting it to .dxf file. The .dxf file is imported in Solidworks and modified.
The Solidworks has capability to...
I believe I should be more careful with loading the plate. Actually, the plate doesn't support a fork lift truck. It support Pallet Truck.
I am new to this pallet truck or fork lift truck loading. Does anyone know a good source which gives me a general idea about the loading on floor due to...
Write now, I just have a 300 psf of average load over the footprint of truck. I have not exact ideas about how much would be tire loads. Say, If I assume the 300 psf of average load multiply with the footprint of fork lift and then distributed equally into 4 tires.
If I put point load on...
