Alcance por norma
Lo que Rischio calcula de muros de contención 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 muro, 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 |
|---|---|---|
| 11.5.1, 11.5.3, 11.5.4.1 | Retaining walls: service, strength and extreme event limit states | En parte |
| 3.4.1, Table 3.4.1-1 | Strength I | |
| Table 3.4.1-1, 11.5.2, 11.5.7 | Service I, every factor 1.00, φ = 1.0 | |
| Table 3.4.1-1, C3.4.1, 11.5.6 | Extreme Event I: permanent loads 1.00, γEQ on live loads, EQ on the whole seismic earth pressure | |
| Table 3.4.1-1 | Extreme Event II: vehicular collision CT | |
| 3.11.1 | Earth pressure EH, ES and LS | En parte |
| 3.11.2 | Compaction-induced pressure where equipment works within H/2 | No se calcula |
| 3.11.3, 11.6.6 | Undrained backfill: hydrostatic pressure plus earth pressure on submerged unit weights | Se calcula |
| 3.11.5.1 | p = k γs z, the resultant at H/3 | Se calcula |
| 3.11.5.2, Eq. 3.11.5.2-1 | At rest k0 = 1 − sin φ′f (normally consolidated, vertical wall, level ground) | No se calcula |
| Eq. 3.11.5.2-2 | k0 = (1 − sin φ′f) OCR^sin φ′f | No se calcula |
| 3.11.5.3, Eq. 3.11.5.3-1 | Coulomb ka | Se calcula |
| 3.11.5.3 | Trial wedge (Coulomb) for conditions outside Fig. 3.11.5.3-1, e.g. a broken backfill | Se calcula |
| 3.11.5.4, Figs. 3.11.5.4-1 and -2 | Passive kp for noncohesive soils (log spiral charts, reduction R for δ/φ) | No se calcula |
| Eq. 3.11.5.4-1 | Cohesive soils: pp = kp γs z + 2c√kp | No se calcula |
| 3.11.5.5 | Equivalent-fluid method | No se calcula |
| 3.11.6 | Surcharge loads ES and LS | Se calcula |
| 3.11.6.1, Eq. 3.11.6.1-1 | Uniform surcharge Δp = ks qs, ks = ka or ko | Se calcula |
| 3.11.6.2, Eq. 3.11.6.2-1 | Strip load on a wall restrained from movement | No se calcula |
| Eq. 3.11.6.2-2 | Point load | No se calcula |
| Eq. 3.11.6.2-3 | Infinitely long line load parallel to the wall: Δph = 4Q X² Z/(π R⁴) | Se calcula |
| Eq. 3.11.6.2-4 | Finite line load perpendicular to the wall | No se calcula |
| 3.11.6.4.1, Tables 3.11.6.4.1-1 and -2 | Live load surcharge Δp = k γs heq within H/2 of the wall, heq by height and distance to traffic | Se calcula |
| 11.6 | Conventional walls: gravity and semigravity (cantilever) | En parte |
| 11.6.1.2 | Loading: earth and water, surcharges, self-weight; the fill over the heel is part of the wall | Se calcula |
| 11.6.2.2, 11.5.2 | Service: vertical and lateral movement | |
| 10.6.2.4, 10.6.2.5 | Settlement of the wall's footing at Service I | Se calcula |
| 11.6.3.1, 11.5.3 | Strength: bearing, overturning (eccentricity), sliding, deep-seated failure | |
| 11.6.3.2 | Bearing resistance | Se calcula |
| Eq. 11.6.3.2-1 | On soil: σv = ΣV/(B − 2e), uniform | Se calcula |
| 10.6.3.1.1, 10.6.3.1.2a, Eq. 10.6.3.1.2a-1 | Nominal bearing resistance on B′ by the footing's equation | Se calcula |
| 10.6.3.2 | Bearing resistance of rock | No se calcula |
| 11.6.3.3 | Eccentricity: resultant in the middle two-thirds on soil; replaces overturning | Se calcula |
| 11.6.3.4 | Subsurface erosion: scour, hydraulic gradient ≤ 0.20 (silts, clays) or 0.30, uplift and seepage | No se calcula |
| 11.6.3.6 → 10.6.3.4 | Sliding: φτ Rτ + φep Rep | Se calcula |
| Eq. 10.6.3.4-2 | Cohesionless: Rτ = C V tan φf, C = 1.0 cast against soil, 0.8 precast | Se calcula |
| 10.6.3.4, Fig. 10.6.3.4-1 | Clay: the lesser of Su and half the normal stress | Se calcula |
| Eq. 10.6.3.4-1 | Passive component φep Rep | No se calcula |
| 11.6.3.7, 11.6.3.1 → 10.6.3.5 | Overall stability by limit equilibrium, Strength I, φ 0.75 / 0.65 | No se calcula |
| 11.5.4, 11.6.5 | Extreme Event I, conventional walls | |
| 11.6.5.2.1 | kh0 = As (1.2 As on Site Class A, B or B/C), kv = 0 | Se calcula |
| 11.6.5.2.2, A11.5 | kh for wave scattering and displacement: 0.5 kh0 for 1 to 2 in., or a Newmark-based method | En parte |
| A11.5.1 | Kavazanjian et al. (1997) | No se calcula |
| A11.5.2 | NCHRP 611, Anderson et al. (2008): wave scattering α and displacement | No se calcula |
| A11.5.3 | Bray et al. (2010) | No se calcula |
| 11.6.5.3 | Seismic active force PAE: M–O or GLE | Se calcula |
| A11.3.2, Eq. A11.3.2-1 | c–φ backfill: Anderson et al.'s wedge | No se calcula |
| A11.3.3 | GLE (or a Coulomb trial wedge) where M–O doesn't apply | Se calcula |
| 11.6.5.4 | Nonyielding walls: kh = 1.0 kh0 | No se calcula |
| 11.6.5.1, Eq. 11.6.5.1-1 | Wall inertia PIR = kh(Ww + Ws); 100% PAE + 50% PIR, and 50% PAE (≥ static) + 100% PIR | Se calcula |
| 11.6.5.1, 11.5.8, 10.6.4 | Bearing (φ 0.8), sliding (φ 1.0) and overall stability (φ 0.9) at Extreme Event I | Se calcula |
| 11.6.5.1, 10.6.4.2 | Eccentricity: middle 2/3 at γEQ = 0 to middle 8/10 at γEQ = 1, interpolated | Se calcula |
| 11.6.5.5, A11.4 | Seismic passive by log spiral, δ = 2/3 φ; static methods for embedment < 5 ft | No se calcula |
| 11.11, C11.11.1 | Prefabricated modular walls: gabions | No se calcula |
| 3.11.5.9, Table C3.11.5.9-1 | Coulomb on the plane from the top module's back corner to the bottom heel; φf 34° or 30° by default; δ by the table | Se calcula |
| 11.11.3, C11.11.3 | Settlement; longitudinal differential slope under 1/200 | |
| 11.11.4.1 | Rigid body; stability at every module level | No se calcula |
| 11.11.4.2 → 10.6.3.4 | Sliding: the lesser φf of fill and foundation, 30° without data | No se calcula |
| 11.11.4.3 → 10.6.3 | Bearing: point supports, at least 80% of the fill weight transferred | No se calcula |
| 11.11.4.4 → 11.6.3.3 | Eccentricity per 11.6.3.3; at most 80% of the fill resists overturning | No se calcula |
| 11.11.4.5 | Scour-sensitive areas, subsurface erosion | No se calcula |
| 11.11.4.6 → 11.6.3.7 | Overall stability | No se calcula |
| 11.11.6 → 11.6.5 | Seismic, each lift | |
| 11.10 | Mechanically stabilized earth walls | En parte |
| 11.10.2.1, C11.10.2.1 | Reinforcement length at least 0.7H (8 ft in the commentary), uniform | Se calcula |
| 11.10.2.2, Table C11.10.2.2-1 | Minimum front embedment: frost; 2.0 ft sloping or erodible, 1.0 ft level; H/20 to H/5 | Se calcula |
| 11.10.4 | Service limit state | |
| 11.10.4.1 → 11.6.2, Table C11.10.4.1-1 | Settlement; differential distortion by facing (1/100 to 1/600; 1/500 full-height panels) | Se calcula |
| 11.10.4.2 | Lateral displacement | Se calcula |
| 11.10.4.3, Eq. 11.10.4.3-1 | Soil failure: reinforcement strain ≤ 2% (stiff face) or 2.5% (flexible), Stiffness Method | Se calcula |
| 11.10.5 | External stability, the reinforced mass a rigid body | En parte |
| 11.10.5.1, 11.10.5.2, 3.11.5.8.1 | Retained thrust Pa = 0.5 ka γ h² at h/3, Coulomb ka with δ ≤ 0.67 of the lesser φ′ | Se calcula |
| 11.10.5.3 → 10.6.3.4 | Sliding at the base | Se calcula |
| 11.10.5.3 | Friction: lesser of φr and φf (strips); also ρ = 2/3 φ (sheets, grids); 30° and 34° without data | Se calcula |
| 11.10.5.3 | Sliding at the lowest reinforcement layer | Se calcula |
| 11.10.5.5 → 11.6.3.3 | Eccentricity: middle two-thirds on soil (L/3), nine-tenths on rock | Se calcula |
| 11.10.5.4 → 10.6.3.1, 10.6.3.2 | Bearing: uniform pressure on L − 2e (L if e < 0) | En parte |
| 10.6.3.1.2a, C11.10.5.4 | qn by Eq. 10.6.3.1.2a-1 on L′, no inclination factors | Se calcula |
| 11.10.5.6 → 11.6.3.7 | Overall and compound stability (LEA in three steps) | No se calcula |
| 11.10.6 | Internal stability: rupture, pullout, connection | Se calcula |
| 11.10.6.2.1 | Tmax: Coherent Gravity for steel, Stiffness for geosynthetics, Simplified (B11) acceptable for both | Se calcula |
| 11.10.6.2.1d | Coherent Gravity Method: kr from k0 to ka over 20 ft, Meyerhof σv | Se calcula |
| 11.10.6.2.1e | Stiffness Method: Dtmax, Φg, Φfs | Se calcula |
| B11.2, Eq. B11.2-1 | Simplified Method: Tmax = Sv kr (γr Z + γf S) | Se calcula |
| Fig. B11.2-1 | kr/ka: strips 1.7 to 1.2, grids and bar mats 2.5 to 1.2, geosynthetics 1.0; strip multiplier for all steel pullout | Se calcula |
| 11.10.6.2.1c | ka with δ = β = 0: tan²(45 − φ/2); battered face by Eq. C11.10.6.2.1c-2 | Se calcula |
| 11.10.6.2.1b | Tributary thickness Sv; Sv over 2.7 ft not without full-scale data | Se calcula |
| 11.10.6.3.1, Fig. 11.10.6.3.1-1 | Active zone: bilinear (inextensible), Rankine (extensible, batter < 10°), Coulomb otherwise | Se calcula |
| 11.10.6.3.2, Eq. 11.10.6.3.2-1 | Pullout: Le ≥ γp-EV Tmax/(φ F* α σv C Rc) | Se calcula |
| Fig. 11.10.6.3.2-2, Table 11.10.6.3.2-1 | Default F* and α: strips 1.2 + log Cu ≤ 2.0 to tan φ at 20 ft (Cu 4 if unknown); grids 20 t/St to 10 t/St; geosynthetics 0.67 tan φ; α 1.0 / 0.8 / 0.6 | Se calcula |
| 11.10.6.4.1, Eq. 11.10.6.4.1-1 | Rupture: γp-EV Tmax ≤ φ Tal Rc | Se calcula |
| 11.10.6.4.3a | Steel: Tal = Ac Fy / b | Se calcula |
| 11.10.6.4.2a | Sacrificial thickness: zinc 0.58 then 0.16 mil/yr, steel 0.47 mil/yr per side; nonaggressive backfill | Se calcula |
| 11.10.6.4.3b | Geosynthetics: Tal = Tult/(RFID RFCR RFD), RFID ≥ 1.05, RFD ≥ 1.1 | Se calcula |
| 11.10.6.2.2, 11.10.6.4.4, Eq. 11.10.6.4.1-2, B11.2-3 | Connection: To = Tmax, γp-EV To ≤ φ Tac Rc (geosynthetics Tac = Tult CRcr / RFD) | Se calcula |
| 11.10.10.1, 3.11.6.3 | Concentrated dead loads: 2V:1H spread, superposition (Ttotalf) | No se calcula |
| 11.10.10.2 | Traffic barrier impact on the top layers (CT) | Se calcula |
| 11.10.11 | MSE abutments: a footing on the reinforced zone | En parte |
| 11.10.7 | Extreme Event I, MSE walls | |
| 11.10.7.1 → 11.6.5 | External: PAE plus PIR on a mass 0.5H wide (H2 for slopes) | Se calcula |
| 11.10.7.2 | Internal: Pi = kh Wa distributed (by Lei for steel, uniform for geosynthetics), Ttotalf = γseis (Tmax + Tmd) | Se calcula |
| Eq. 11.10.7.2-7 | Seismic pullout with 0.8F* | Se calcula |
| 11.10.7.3 | Facing connections under earthquake (0.8 if frictional) | Se calcula |
| 11.8 | Nongravity cantilevered walls | No se calcula |
| 11.9 | Anchored walls | No se calcula |
| 11.12 | Soil nail walls | No se calcula |