Alcance por norma
Lo que Rischio calcula de pilotes y pilas con AASHTO LRFD, 10.ª edición, artículo por artículo: cada chequeo y método, si se calcula, en parte o no.
Cada chequeo y cada método que la norma le pide al pilote, en el orden de la norma, y si Rischio lo calcula. La lista sale del propio motor, así que cambia con cada versión. Los títulos son los de AASHTO, en inglés.
AASHTO LRFD, 10th edition
| Artículo | Lo que pide la norma | Rischio |
|---|---|---|
| 3.4.1, Table 3.4.1-1 | Strength I | |
| 3.4.1, Table 3.4.1-1 | Strength II, III, V (and IV not for substructures) | |
| 3.4.1, Table 3.4.1-1 | Service I: all loads 1.00 | |
| 3.4.1, Table 3.4.1-1 | Extreme Event I: γp 1.00, γEQ project-specific | |
| 3.4.1, Table 3.4.1-1 | Extreme Event II: check flood, collision, ice | |
| 10.7.1.6.1, 10.8.1.6.1 | Individual pile loads from the cap (Section 4) | Se calcula |
| 10.7.3 | Strength limit state (driven) | |
| 10.7.3.8, Table 10.5.5.2.3-1 | Factored axial compression resistance of a single pile ≥ factored load | Se calcula |
| 10.7.3.3 | Pile length estimate for the contract from static analysis | En parte |
| 10.7.3.8.6a | Static analysis: RR = φstat Rp + φstat Rs | Se calcula |
| 10.7.3.8.6b | Side in clay, α-method (Tomlinson): φ 0.35 | Se calcula |
| 10.7.3.8.6c | Side, β-method (Esrig and Kirby, Fig. 10.7.3.8.6c-1): φ 0.25 | No se calcula |
| 10.7.3.8.6d | Side in clay, λ-method (Vijayvergiya and Focht): φ 0.40 | No se calcula |
| 10.7.3.8.6e | Tip in clay, qp = 9 Su | Se calcula |
| 10.7.3.8.6f | Side in sand, Nordlund/Thurman: φ 0.45 | Se calcula |
| 10.7.3.8.6f | Tip in sand, Nordlund/Thurman: qp = αt N′q σ′v ≤ qL, σ′v ≤ 3.2 ksf | Se calcula |
| 10.7.3.8.6g | SPT method (Meyerhof) in sands and nonplastic silts: φ 0.30 | No se calcula |
| 10.7.3.8.6g | CPT method (Nottingham and Schmertmann) in sands and nonplastic silts: φ 0.50 | No se calcula |
| 10.7.3.2.2, Table 10.5.5.2.3-1 | End bearing in (soft) rock, Canadian Geotech. Society (1985): φ 0.45 | No se calcula |
| 10.7.3.2.3 | Point bearing on hard rock: limited by structural resistance (6.9.4.1, severe driving φ) | Se calcula |
| 10.7.3.9 | Pile group resistance in compression | Se calcula |
| 10.7.3.9, Table 10.5.5.2.3-1 | In clay: lesser of the sum and the equivalent pier (block), φb1 0.60 | Se calcula |
| 10.7.3.9 | In sand: the sum, η = 1.0 at 2.5D or more | Se calcula |
| 10.7.3.9, 10.6.3.1.2a | Strong over weak: group punching on the notional footing | No se calcula |
| 10.7.3.10, Table 10.5.5.2.3-1 | Uplift of a single pile: RR = φup Rs | Se calcula |
| 10.7.3.11, Table 10.5.5.2.3-1 | Uplift of a pile group: lesser of the sum (φup) and the block (φug 0.50) | En parte |
| 10.7.3.12 | Nominal lateral resistance: factored loads, p-y unfactored, φ 1.0 | Se calcula |
| 10.7.3.12 | p-y curves for the site's soils | Se calcula |
| 10.7.3.12 | Lateral resistance of an embedded cap | No se calcula |
| 10.7.3.12, 10.7.6 | Minimum penetration for fixity, factored loads, soil φ 1.0 | No se calcula |
| 10.7.3.13 | Pile structural resistance | En parte |
| 10.7.3.13.1 to .3; 6.5.4.2 | Axial compression: steel 6.9.4.1/6.9.5.1 (φc 0.60 H, 0.70 pipe), concrete 5.6.4.4, timber 8.8.2 | En parte |
| C10.7.3.12; 6.5.4.2, 5.5.4.2, 8.5.2.2 | Combined axial and flexure under the factored lateral run | En parte |
| 10.7.3.13.4 | Buckling: unsupported length plus depth to fixity | En parte |
| 6.10.9.2, 6.12.1.2.3; 6.5.4.2 | Shear of a steel pile: the web (or the flanges about the weak axis, k 1.2), a tube by 6.12.1.2.3b; φv 1.00 | En parte |
| 10.7.3.7, 10.7.1.6.2 | Drag load: DR = 0 at geotechnical strength; structural with drag where the toe can't move | En parte |
| 10.7.3.1 | Overall stability through embankments, on slopes, with scour, inclined strata | No se calcula |
| 10.7.6 | Minimum penetration: the deepest of settlement, deflection, uplift, drag, scour, fixity | No se calcula |
| 10.7.2 | Service limit state (driven) | |
| 10.7.2.3.1 | Group settlement on an equivalent footing at or below the neutral plane | Se calcula |
| 10.7.2.3.2 | Cohesive soil: shallow foundation settlement procedures | En parte |
| 10.7.2.3.2 | Cohesionless: Meyerhof's SPT, ρ = q I √B / N160 | No se calcula |
| 10.7.2.3.2 | Cohesionless: Meyerhof's CPT, ρ = q B I / 2qc | No se calcula |
| 10.7.2.3.2, 10.6.2.4.2 | Cohesionless: Hough on the equivalent footing | Se calcula |
| 10.7.2.3 | Settlement of a single pile | No se calcula |
| 10.7.2.4 | Horizontal movement by soil-structure interaction, Service I | Se calcula |
| 10.7.2.5, 10.7.1.6.2, 3.11.8 | Downdrag: neutral plane method, elastic compression and settlement with drag | En parte |
| 10.7.4, 10.5.5.3 | Extreme event limit state (driven) | |
| 10.7.4 | Lateral spreading force | No se calcula |
| 10.7.1.4 | Batter piles | No se calcula |
| 10.8.3 | Strength limit state (shafts) | |
| 10.8.3.5, Table 10.5.5.2.4-1 | Axial compression: RR = φqp Rp + φqs Rs | Se calcula |
| 10.8.3.5.1b | Side in clay, α-method (Brown et al. 2010): φ 0.45 | Se calcula |
| 10.8.3.5.1c | Tip in clay: Nc Su ≤ 80 ksf, Nc = 6(1 + 0.2Z/D) ≤ 9: φ 0.40 | Se calcula |
| 10.8.3.5.1b, 10.8.3.9.7 | Belled shaft in compression: no side on the bell's periphery; the tip on the bell, its base ≤ 3D | No se calcula |
| 10.8.3.5.1a | Cohesive soil also by effective stress, for drained loading | No se calcula |
| 10.8.3.5.2b | Side in sand, β = (1 − sin φ′f)(σ′p/σ′v)^sin φ′f tan φ′f: φ 0.55 | Se calcula |
| 10.8.3.5.2b | φ′f = 27.5 + 9.2 log (N1)60 | En parte |
| 10.8.3.5.2b | σ′p from N60: 0.47 N60^m pa (sand), 0.15 N60 pa (gravel) | Se calcula |
| 10.8.3.5.2c | Tip in sand: qp = 1.2 N60 for N60 ≤ 50, ≤ 60 ksf: φ 0.50 | Se calcula |
| 10.8.3.5.3 | Strong over weaker soil within 1.5B of the tip: tip reduced linearly | Se calcula |
| 10.8.3.5.4b | Rock side: qs = C pa √(qu/pa), qu ≤ f′c; fractured 0.65 αE: φ 0.55 (Carter and Kulhawy 0.50) | Se calcula |
| 10.8.3.5.4c | Rock tip: 2.5 qu intact; Hoek–Brown in jointed rock: φ 0.50 | Se calcula |
| 10.8.3.5.4d | Side and tip combined by their mobilizing movements | Se calcula |
| 10.8.3.5.5, Table 10.5.5.2.4-1 | Cohesive IGM (Su 5 to 50 ksf): side φ 0.60, tip 0.55 | En parte |
| 10.8.3.6 | Shaft group resistance: group effects evaluated | Se calcula |
| 10.8.3.6.2 | Cohesive: 10.7.3.9 applies; block φb1 0.55, cap in contact or not | Se calcula |
| 10.8.3.6.4 | Strong over soft cohesive: block bearing by 10.7.3.9 | No se calcula |
| 10.8.3.7.2, Table 10.5.5.2.4-1 | Uplift of a single shaft: side as in compression, φup clay 0.35, sand 0.45, rock 0.40 | Se calcula |
| 10.8.3.7.2 | Belled shaft in clay: qsbell = Nu Su, Nu 0 to 8 | No se calcula |
| 10.8.3.7.3, 10.7.3.11 | Group uplift: φug 0.45 | Se calcula |
| 10.8.3.8, 10.7.3.12 | Horizontal resistance: as 10.7.3.12; head fixed into the cap in groups | Se calcula |
| 10.8.3.9 | Structural resistance as reinforced concrete (Section 5) | Se calcula |
| 10.8.3.9.1; 5.6.4.4 | Axial compression: Pn = 0.85 Po with spirals or hoops, 0.80 with ties; φ 0.75 | Se calcula |
| 10.8.3.9.1; 5.6.2.1, 5.6.2.2, 5.6.4.5, 5.5.4.2 | Axial load and flexure by strain compatibility, φ 0.75 to 0.90 by the net tensile strain | Se calcula |
| 10.8.3.9.1; 5.7.3.3, 5.7.2.8, 5.7.3.4 | Shear: Vc + Vs ≤ 0.25 f′c bv dv, bv = D, dv = 0.9 (D/2 + Dr/π); φv 0.90 | Se calcula |
| 10.8.3.9.2 → 10.7.3.13.4; 5.6.4.3 | Buckling and lateral stability: slenderness by a second-order analysis | Se calcula |
| 10.8.3.9.3, 10.8.3.9.4; 5.6.4.2, 5.6.4.6, 5.7.2.5 | Reinforcement: longitudinal limits, spiral ratio, minimum transverse steel, extent below fixity | Se calcula |
| 10.8.3.4, 10.8.1.6.2 | Drag load: structural strength and extreme event; also service if tipped in soil | En parte |
| 10.8.2 | Service limit state (shafts) | |
| 10.8.2.2.2 | Single shaft settlement: load transfer + consolidation below the tip + axial compression | En parte |
| 10.8.2.2.2 | Normalized load–settlement curves limit the nominal resistance to the tolerable movement | Se calcula |
| 10.8.2.2.3 | IGM settlement (Brown et al. 2010) | No se calcula |
| 10.8.2.2.4 | Group settlement by 10.7.2.3, two shafts or more | Se calcula |
| 10.8.2.3 | Horizontal movement; rock sockets by rock mass, brittle above 0.0004b | En parte |
| 10.8.2.4, 10.7.2.5 | Downdrag | En parte |
| 10.8.4, 10.5.5.3, 10.7.4 | Extreme event limit state (shafts): φ 1.0, uplift ≤ 0.80 | |