Rafael Hernandez's Communities Activities

Shear Failure of slab

Rafael Hernandez — Thu, 10 Feb 2022 17:39:54 GMT

I am using code ACI 318-14 for the PT design and I keep getting a failure in 8.5.3 shear design. The only solution I have found was to turn off "considered as Poste Tensioned" but in all scenarios I have PT running through the area and want to account for cracking serviceability. Is there a way to fix this as a still Post tension design ? I can't find a shear stress tab to help me consider if my cable elevation can fix this. See my model and picture attached. P.S. Disregard the failing bottom/top stress column bay on plan west (I know the span is far for that one and will probably need to increase the thickness or put a column there).

Thank you.

One drive link code to ram model:

dcestructural-my.sharepoint.com/.../EtpImQeu-wxBrHrdWKnwB1gBjutT-j-dqI-lyGNI0NX4fA

RAM Concept Error (APropertyHolder::gerInt) Contact Support

Rafael Hernandez — Fri, 06 Aug 2021 14:48:24 GMT

I got the error stated above when trying to open an old ram concept model. I believe this model was created with a 2006 ram concept version. I am trying opening it up with ram concept 7.02. Oddly enough I can open some of the old models I found in this folder. I'll link the one I can't open and the one I can.

This one I can open

communities.bentley.com/.../4631_2D00_20070619_2D00_K_5F00_K_2D00_Level-4_2600_6.cpt

THIS ONE I CANNOT

communities.bentley.com/.../4631_2D00_KK_2D00_L04_2600_06_2D00_UPPER_2D00_TOWNHOUSE_2D00_20070619.cpt

Custom Base Plate Designs

Rafael Hernandez — Wed, 13 Nov 2019 19:38:35 GMT

Hello. I am using Ram Connection 13.01 and wanted to inquire on how to or even if we can create and analyze custom base plate geometries. My typical square base plate had to be notched (rectangular sections cut off) and now it is a multi-sided shape. I wanted to see if there was an option to add or manipulate the edges on the typical base plate and how to achieve this. Any and all help would be greatly appreciated.

PT SLAB AND BEAM DESIGN COMPLICATION

Rafael Hernandez — Tue, 02 Jul 2019 20:00:16 GMT

I have a model attached with PT cables at the bottom left side (by the shear wall system.) I wanted to keep the banded PT (latitude)in the slab, although there is a beam going from column to column and from column, close to slab edge. When I studied the beam without post tension, the program would pitch like 7 #11 to bars. When I still design without PT design and shifted the banded tendons out into the slab the system would pitch 1 #11. If i study any of these options as post tension, it would always pitch 1 #11 top. I wanted to know how the beam is being studied and if the PT is causing a problem in the beam that requires so much rebar. Wanted to know what approach to use and if I should avoid putting the tendon at the beam location.

communities.bentley.com/.../ROOF-PT-BEAM_2D00_SLAB-PROBLEM.cpt

Design Strips around shear core.

Rafael Hernandez — Thu, 27 Jun 2019 18:46:51 GMT

Hello. I am having trouble modeling design strips on a slab at a shear wall area, which cantilevers out at two sides around the shear core. I am using PT to attempt to limit deflection but I am having problem with top stress failure. I know I may have a problem even in the most optimal scenario, but I am having problem figuring out what that optimal design strip is. The south side of the shear core has a 4ft beam and a shear wall above it. The edges have a cmu block wall and a conc. roof (so the linear load is around 1000 lb/ft. I just needed help in figuring out were I should connect my design strips and under what criteria. There is a bridge at the southern most point being held by a beam to another building so I used a line support load to hold it. communities.bentley.com/.../SLAB-AREA-PROBLEM.cpt

Connecting a perpendicular beam to another beam at different stories

Rafael Hernandez — Thu, 07 Feb 2019 16:23:06 GMT

I am designing a mezzanine that has two levels to it. Their difference in elevation is 1ft from top of steel. My idea was to use a W14x beam going from north to south in the lower platform, which will intersect perpendicular to a W30x Beam running east to west at the framing 1ft higher (the higher platform). My question is if I model the lower level with this the north to south beam intersecting the grid line or the W30X beam above it, will ram still connect the W14 to the W30x ? or will it think I am just cantilevering my w14x. Taking the loading of the w30 at not CGS would be a bonus but this isn't a moment frame and I have already taken the necessary design precautions and reinforcement for their connections. I would just like them to connect and transfer gravity load.

Moment capacity of my slab at column connections

Rafael Hernandez — Wed, 26 Sep 2018 14:15:08 GMT

I was designing for seismic code for columns. One of the criteria its as is the use of Mpr which can be attained from column capacity analysis or take the capacity of your connecting beam/slab and use the stiffness to get an answer. What I wanted to ask if I was able to get the moment capacity of slab at column connections ? I know I can get max reactions but I wanted to see if I can tell me the max moment the slab can take at the column joints.

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Thu, 28 Jun 2018 17:19:20 GMT

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Design Status: SSR Plan Edge/Corner Condition

Rafael Hernandez — Thu, 28 Jun 2018 20:21:18 GMT

I having problems with designing the Studrails in accordance with RAM suggestion. I have multiple columns that function as edge and corner conditions. Although they are not extremely on the edge (12 inches inset from the edge of the slab), I don't want ram to add stud rails to the edge face side of the columns. However, no mater how many times make it an edge condition column, rotate the radial circle lines inward, and test out every option of edge condition in my design strips, the system always puts rails on the edge. How do I stop this. Ill be posting pictures of my design strip, punching shear, specs of it, and the ideal design I want according to some plans.

The Draft plan picture is ideally what I want.