ANTHONY
LOH

Board here, but you may not get back

NYC subway complexes wheelchair accessible in one direction only, ranked by riders affected rather than stations counted.

SEPTA

SEPTA stops mapped across the Philadelphia region, from a GeoJSON dataset I built.

Sieve analysis put the site soil at 25.4% gravel, 71.7% sand, 2.9% fines, a well-graded sand with gravel, classified SW.

Atterberg limits came back at a liquid limit of 53%, plastic limit 26.2%, and plasticity index 26.8%: enough fines to hold considerable water across a wide plastic range.

Compaction peaked at a maximum dry density of 110.9 lb/ft³ at 10.8% optimum water content. Specifying 95% of that gives a field target of 105.4 lb/ft³ inside an 8.9–12.9% moisture window.

Consolidation gave an initial void ratio of 0.850, a compression index of 0.176 and a swell index of 0.0183, the inputs behind the settlement prediction for the square footing.

Gravimetric water content climbed steadily with depth, then jumped sharply below 19 feet, matching exactly where the boring log starts describing the soil as moist.

Of the two adjacent borings offered as fill, B-20 (pale brown, well-graded, subangular sand) is usable; B-21 turned out to be high-plasticity white clay (CH) and was ruled out.

Verdict to the client: the site soil performs well enough as fill and as green-infrastructure media that construction should move forward.

Across 34 borings, the groundwater table falls from about 419.5 ft in the northwest to 405.8 ft at the basin, so the wetland is a discharge area, quietly refilling from the Law School site between storms.

Chloride concentration in versus out is statistically indistinguishable under salted conditions (two-tailed t-test, p = 0.808).

Chloride load, though, drops hard: 4,015 kg/day in to 968 kg/day out. The wetland is not diluting salt, it is holding water back.

Storm flow rate is significantly reduced through the wetland (one-tailed t-test, p = 0.0030), confirming real peak-discharge attenuation.

Cumulative probability plots put a 25.3% chance of exceeding the EPA chronic chloride limit (230 mg/L) during storms, and 8.3% for the acute limit (860 mg/L).

Median rainfall per event has not moved by decade, but extremes have: no event above 4 in before 1951, one above 4 in every decade after 1952, and every decade since 1992 topping 5 in, reaching 8 in.

The existing path breaks the ADA 8.33% maximum slope at Stations 1+50–2+15 and 5+25–6+75, and floods at the lampposts.

The redesign is a net-fill path holding 2 ft of clearance above the groundwater table and clear of the 405.2 ft wetland baseline, verified with AutoCAD profiles, cross-sections and volume calculations.

The parcel is split I-3 Heavy Industrial and ICMX Industrial Commercial Mixed Use, both prohibit casinos, so the program depends on rezoning to SP-ENT.

That SP-ENT envelope allows 300 ft / 30 stories and 400% gross floor area (600% beside a sports stadium), with a waterfront setback, 25 ft from residential parking, and 10–30% minimum open area.

Four Superfund sites sit in the area, Franklin Slag Pile closest at a hazard ranking of 50.2, all active but far enough out to pose no direct impact.

FEMA puts base flood elevation at 11 ft, so the whole complex was designed to a 12.5 ft design flood elevation.

The only wetland in play is the Delaware River and the stream behind the site, classified Riverine R1UBV. New Jersey wetlands across the river are out of scope.

Soils are Urban Land with a restrictive layer just 25 cm down and bedrock beyond 200 cm, shallow foundations are constrained, deeper excavation is viable.

Earthwork balances badly: 5.1M ft³ of fill needed against 4.8M ft³ available to cut, leaving roughly 300,000 ft³ to import.

Program that fits: a 146,000 sq ft casino footprint at ~36 ft, hotel floors above, 828 parking spaces, a 1,000 ft driving range and 1.5M sq ft of green area.

Cost stack: $48.45M casino, $10.59M earthwork, $1.46M parking structures, $1.04M landscape, $73.85M all-in with contingency.