Embedded Files
Current Engineering Status
Engineering Expected by end of June:
To bring this system through finite element analysis and into market-ready BIM assets, I have established a fixed-cost structure for the three phases we discussed. Due to the computational intensity of non-linear Abaqus modeling and the strict geometric precision required for the LOD 400 Revit components, the complete execution of this project will require a timeline of 21 days.
Phase 1: Abaqus Finite Element Analysis
Scope: Calibrating the Concrete Damaged Plasticity (CDP) model using your baseline data, simulating the slip interface of the steel ties, and running the axial, lateral, and thermal gradients for structural validation.
Phase 2: System Documentation & Prototyping (Revit)
Scope: Developing the LOD 350/400 3D prototype model of the cavity wall system to map exact structural geometries and visualize the mechanical, electrical, and plumbing (MEP) routing for construction documents. (Note: This phase strictly covers design and documentation deliverables, not physical construction cost estimations).
Phase 3: Market Adoption Revit Families
Scope: Engineering a parametric, highly detailed Revit Family library for the 12" x 16" modules that architects and engineers can download and specify directly into their commercial BIM models.
Project Timeline: 21 Days
A Simple Look at Load Bearing
A Simple Look at Load Bearing
U = 1.2D + 1.6L + 0.5(snow, rain, wind)
One floor 7 panels high interior = 9' 4" = 9.33 feet
One floor 7 panels high interior = 9' 4" = 9.33 feet
14.7 pounds per square foot, One foot strip = 14.7 x 9.33(wall height)= 137 pound dead load
14.7 pounds per square foot, One foot strip = 14.7 x 9.33(wall height)= 137 pound dead load
One half roof span of 22' = 11', paver support mold = 15 psf, 6" slab = 72 psf totals 87 psf additional dead load for total dead load of 209 psf
One half roof span of 22' = 11', paver support mold = 15 psf, 6" slab = 72 psf totals 87 psf additional dead load for total dead load of 209 psf
Live load = 40 psf typical
Live load = 40 psf typical
Snow load for 9,000 feet = 80 psf
Factored total load = [137 +(15 + 72) x 11] x 1.2 + 40 x 1.6 + 80x0.5 = 957 + 204 = 1,161 pounds per foot of wall
Factored total load = [137 +(15 + 72) x 11] x 1.2 + 40 x 1.6 + 80x0.5 = 957 + 204 = 1,161 pounds per foot of wall
One lineal foot of panel fails at 20,000 pounds, use 0.45 as strength reduction factor =9,000 pounds. This comes directly from the math structural engineers use for wall stiffness, that the result is proportional to the width cubed.
One lineal foot of panel fails at 20,000 pounds, use 0.45 as strength reduction factor =9,000 pounds. This comes directly from the math structural engineers use for wall stiffness, that the result is proportional to the width cubed.
12^3 = 1,728
12^3 = 1,728
Subtract out the net wall cavity of 8 +(7/8+7/8)= 9.75 the net effect of the panel back voids, cube that number 9.75^3 = 927
1728-975 = 753, take the cube root of that for the effective wall thickness = 9.278". This means that the two 1-1/8" net faces or combined 2-1/4" faces create a vertical stiffness of 9-1/4". So, wall footprint width is king. To get that amount of stiffness from so little concrete is no doubt a prime magical factor of this system. Stiffness being the cube of the width of the wall footprint is not a subjective take, but a fundamental tenent of physics.
So the panels by themselves with no added material can within Code load factoring support 9,000 / 1,161 = 7.7 stories, that is a single panel face not counting its opposite mate.
So the panels by themselves with no added material can within Code load factoring support 9,000 / 1,161 = 7.7 stories, that is a single panel face not counting its opposite mate.
The two inch thick panel, 1.125 inches net after void subtraction, has the vertical stiffness of a 9" solid concrete wall. That comes from the wall thickness being the cube of the 12" wall footprint.
Say the circumstance chooses to fill the cavity with dirt. A default deployment could be to have a vertical concrete column on 8 or 10 feet centers. The wall is not dirt filled to the top, but 8" or whatever from the top. That dirt layer then supports a bond/spandrel beam poured on top also supported by the concrete columns. It's similar to stacked haybales or rammed earth being encased in concrete, vertically and horizontally. So that cast in place concrete addition magnifies the wall strength a tremendous degree.
Handling the window and door openings.
To form a ceiling slab, the wall can be used as end supports. Either an angle iron bolted to a threaded insert in a rib on the wall panel, or, a 4x4 sitting on the slab against the wall to support the end of the TJI.
18" square roof support paver
18" square roof support paver
Page updated
Google Sites
Report abuse