I was asked to design a special concentric braced frame (special Concentrically Braced Frame in seismic design category D, with R=6). it's a one story X-brace with HSS squares as diagonal braces. the height of column is about 14' and span of beam is about 29'. Beam and columns are typical...
I am working on a project with 2.5" NWC on 1" non composite metal deck (total of 3-1/2" deep) supported by steel open web joists at 2'-0" OC.
Do we need to specify saw cut joints on the concrete. the floor layout is about 180'x120'. Thanks.
I am working on a cold-formed steel bleacher framing and want to design diagonal braces. I wondering how much lateral load we should use for such structure
10% of live load? any reference for that? Thanks
this is a two-way PT slab for parking deck, so It think 8" for 30' span is acceptable. I have seen several previous projects similar.
The shoring will be there all the time until the set of pour strip. So I agree the cantilever conditions will not be exist. I was conservative to check the...
Thank you for the input.
The slab is 8" and the 4' wide strip will be at the middle of span.
In this case, the high point at support will be 6.25", the low point at the free end will be 4".
I checked for two conditions, first the cantilever with point load at free end; 2nd condition...
We are doing a two-story PT parking deck
in the original design, we make the pour strip 18 ft wide. So the overhang is only 6 ft from both sides.
But somehow, the contractor want to do a 4 ft pour strip at one location. So we have an issue.
right now, I checked both conditions for the span...
Thank you for the input.
Right now the tendon is high at the support, then running straight to the CGS at free end.
I treated the pour closure panel as a simply supported slab. So in the ADAPT model, half of the load from closure panel goes to the tip of overhang.
If I want to check the span...
thank you for the input.
We use ADAPT to check the slab. the typical detail (from previous job) show if the overhang is short. The tendons could be straight in overhang. (long full span will control the PT force anyway)
If the overhang long, we are discussing if the reverse parabolic should...
we are designing a two-way PT slab for a parking deck.
The typical span of slab (distributed tendons direction) is 30 ft
at the pour strip, we have two conditions.
At first condition, there will be a 18 ft wide pour strip. So the overhang of slab from each side is about 6'. at this, the tendons...
for single story building, I have load bearing CMU walls and typical roof open web joists sit on top of CMU walls. The metal roof deck (unfilled with concrete) sits on the joists as diaphragm.
It seems the wall can restrain the Z direction but not the X, Y direction. So when I have seismic...
we are designing a generator platform. According to the code, the weight of generator will be increased by 20% or 50% to consider its vibration.
If there are vibration isolators under the generator, can we reduce that impact load? do we have any design guide/reference for that load?
Thanks.
We are designing a one story specially moment frame. what should we need use to design the column footing (shallow, spread), load combination with amplified seismic loads, or typical load combination?
Thanks.
We are designing a specially concentric braced frame. I understand the connection of braces shall be designed for the expected yielding strength of brace or maximum possible load for the system. In our case, the brace is connected to the column and base plate through gusset plate, then to base...
We have calculation sheets (*.mcd) developed with Mathcad 2000. But those files can not be open with Mathcad prime 2.0.
Does anybody know how to do the conversion? any suggestions?
Thank you so much
Please see the attached pdf for the details. Thanks.http://files.engineering.com/getfile.aspx?folder=a64f0919-e920-48b2-afd8-230d423da701&file=Pipe_anchor_shoe.pdf
check guide specification for design of metal flagpoles ANSI/NAAMM FP 1001-07 (still use ASD wind load though). it gives a good idea about the wind load for poles.
We designed some shoes/anchors for gasoline pipe. a bunch of steel plates are welded together and then welded to the pipe. One of reviewer's comments is "new compliance calls for a four corner cutout/weld. As shown it would appear to be four point weld". I do not understand what that is.
Can...
