# 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 |

---

Source: https://rischio.io/es/docs/retaining-wall/scope/