Structural Engineering
Foundations, superstructure, materials science, and seismic design for a mile-high arcology housing 10 million people in Burleson County, Texas.
Subdomains
Knowledge Entries
Primary Geometry and Dimensional Envelope
Defines the primary geometric envelope of Arcology One — a terraced ziggurat form with a 3.5-mile base, 10 major tiers, and a central spire reaching approximately 5,000 feet. Total gross floor area of ~79.7 billion square feet housing 10 million residents at 1,395 sqft per capita. KEDL 300 upgrade grounds the setback geometry in bounded geometric analysis, validates the usability ratio against a 135-tower meta-analysis, quantifies wind load benefits of the stepped form from peer-reviewed CFD studies, and resolves the spire structural necessity question.
Seismic Resilience at Arcology Scale
Seismic design for a 5,000-foot terraced ziggurat in a low-seismicity Texas site. The paradox: Burleson County's modest hazard (0.05-0.10g PGA) is the structure's greatest advantage, but an estimated 15-25 second fundamental period, billions of tons of mass, and a 5.6 km foundation footprint place the design entirely outside existing codes, ground motion models, and computational validation.
Foundation Systems at Arcology Scale
Foundation systems for a 5,000-foot arcology on the Texas Gulf Coastal Plain. The structure's estimated 37.5 billion tonnes must be transferred to expansive clay with no accessible bedrock, a shallow water table, and active subsidence history. Individual pile and raft technology is mature; the site geology is the fundamental constraint.
Materials at Arcology Scale
Structural materials for a 5,000-foot arcology must perform at scales no building has attempted — 50-100 million m³ of concrete, steel yield strengths of 690-960 MPa, and a 200-year service life. The materials exist. The gap is deployment: pumping concrete above 606m, manufacturing UHPC at commodity volumes, and verifying durability across centuries.
Open Questions
What is the optimal setback angle per tier for both structural efficiency and livable terrace creation?
How do terrace-level vortex interactions scale at 1,500 m height with 10 stepped tiers — do CFD results from sub-200 m setback studies (showing 40-93% cross-wind moment reductions) extrapolate to this regime?
What is the minimum base footprint that supports the target floor area at this height?
Is a constant setback per tier optimal, or would a graduated profile (varying setback with height) improve structural efficiency, wind response, or terrace utility?
What spectral acceleration values should be used for structural periods of 15-25 seconds at the Burleson County site, given that current ground motion prediction equations have no validation at these periods?
Can distributed mid-story isolation between major tiers outperform passive damping for a terraced ziggurat, and what displacement capacities are needed at isolation interfaces?
How should the seismic design evolve over the structure's multi-century lifespan if induced seismicity from regional oil and gas operations changes the site hazard?
What active control architecture — sensor redundancy, power independence, failsafe modes — would be needed to provide acceptable fallback behavior during simultaneous earthquake and infrastructure disruption?
What computational framework can model soil-structure interaction for a 5.6 km foundation footprint where the structure is comparable in size to the seismic wavelengths?
Can the Gulf Coastal Plain subsurface support 37+ billion tonnes without meters of differential settlement over the structure's lifetime?
What pile group settlement behavior emerges at scales of hundreds of thousands of piles, given no validated design methodology for groups beyond ~25?
Would a distributed foundation model — many independent systems across the 3.5-mile footprint — change the feasibility picture compared to a single integrated foundation?
Is compensated (buoyancy) foundation design feasible at this scale, and how much structural load could excavation offset?
What is the actual depth to competent bedrock at the Burleson County site, and could deep rock anchors reach it?
Can the Kansai Airport jacking model — accommodating settlement rather than preventing it — be adapted for a rigid multi-story structure?
Can concrete be pumped reliably above 1,000m, or does staged batching — with mixing plants built into the structure every 200-300m — become a structural requirement that changes the design?
What is the achievable defect rate for 50-100 million m³ of concrete production, and what does even 0.01% failure look like at that volume?
Can graphene-enhanced concrete scale to tens of millions of cubic meters given that current graphene production is orders of magnitude below the required volume?
What is the realistic cost multiplier for a zoned materials strategy versus all-conventional construction?
How should 200-year durability be verified when accelerated testing protocols have never been validated against actual century-scale performance data?