initial commit
This commit is contained in:
@@ -0,0 +1,6 @@
|
||||
*.py[codz]
|
||||
__pycache__/
|
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.mypy_cache/
|
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.pytest_cache/
|
||||
.ruff_cache/
|
||||
.pdm-python
|
||||
@@ -0,0 +1,90 @@
|
||||
# This file is @generated by PDM.
|
||||
# It is not intended for manual editing.
|
||||
|
||||
[metadata]
|
||||
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|
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[[metadata.targets]]
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||||
requires_python = "==3.14.*"
|
||||
|
||||
[[package]]
|
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name = "numpy"
|
||||
version = "2.4.4"
|
||||
requires_python = ">=3.11"
|
||||
summary = "Fundamental package for array computing in Python"
|
||||
groups = ["default"]
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files = [
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[[package]]
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name = "pypassive"
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summary = "A simple python package to compute p-y curve using log-spiral method and hyperbolic relationship."
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groups = ["default"]
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"numpy>=1.26.2",
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[[package]]
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summary = "Fundamental algorithms for scientific computing in Python"
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"numpy<2.7,>=1.26.4",
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||||
[project]
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||||
name = "retain"
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||||
version = "0.1.0"
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||||
description = "Default template for PDM package"
|
||||
authors = [
|
||||
{name = "Alexander Rossmanith", email = ""},
|
||||
]
|
||||
dependencies = ["pypassive>=0.0.1"]
|
||||
requires-python = "==3.14.*"
|
||||
readme = "README.md"
|
||||
license = {text = "MIT"}
|
||||
|
||||
|
||||
[tool.pdm]
|
||||
distribution = false
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||||
+269
@@ -0,0 +1,269 @@
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import math
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||||
def main():
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# --- Soil parameters ---
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||||
# phi = angle of internal friction: The angle that describes the shear strength of soil due to friction between particles. Unit: radians.
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# gamma = unit weight: The weight of soil per unit volume. Unit: kilonewtons per cubic meter (kN/m³).
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# c = cohesion: The shear strength of soil that comes from the bonding between particles, independent of normal stress. Unit: kilopascals (kPa).
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# q_allow = allowable soil bearing capacity: The maximum pressure that the soil can safely support without risk of shear failure or excessive settlement. Unit: kN/m².
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# q_allow should be confirmed with plate load test or SPT at foundation depth
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#
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# Sand: phi = 30-40°, gamma = 18-20 kN/m³
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# Clay: phi = 15-25°, gamma = 17-19 kN/m³, c=10-50 kPa
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# Silt: phi = 25-35°, gamma = 17-19 kN/m³
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# Gravel: phi = 35-45°, gamma = 19-22 kN/m³
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# Laterite/forest hill soils: Typically clayey with gravel inclusions, so φ ≈ 20°–28° is a reasonable assumption.
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# If your site has compacted laterite with gravel, φ can be closer to 28°–32°.
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phi = math.radians(30.0)
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q_allow = 150.0 # kN/m² Allowable soil bearing capacity (typical for compacted laterite with gravel),
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gamma = 18.0 # Soil unit weight (kN/m³)
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c = 15.0 # Cohesion (kPa)
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# --- Seismic parameters ---
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kh = 0.05 # Seismic coefficient (Zone III)
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# --- Wall parameters ---
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Hw = 3.3 # Wall height (m)
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Hf = 0.5 # Foundation depth (m)
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H = Hw + Hf # Total height for earth pressure calculations
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surcharge = 10.0 # Surcharge load (kN/m²)
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delta = phi / 2 # Wall friction angle (radians)
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beta = math.radians(0.0) # Backfill slope angle (radians)
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base_width = 2.1 # m
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batter = 1/3.5 # Wall batter (horizontal/vertical)
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top_width = base_width - batter * H
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print(f"Base width: {base_width:.2f} m, Top width: {top_width:.2f} m")
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print("Height (H): {:.2f} m, Soil unit weight (γ): {:.2f} kN/m³, φ: {:.1f}°, Surcharge: {:.2f} kN/m²".format(H, gamma, math.degrees(phi), surcharge))
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# --- Wall material properties ---
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# "black stones" = basalt or dolerite rubble quarried locally.
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wall_density = 30.0 # kN/m³
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# --- EARTH PRESSURE COEFFICIENTS ---
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Ka = rankine_Ka(phi)
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Kp = rankine_Kp(phi)
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# Ka = coulomb_Ka(phi, delta, beta)
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# Kp = coulomb_Kp(phi, delta, beta)
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# --- EARTH PRESSURES ---
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Pa = 0.5 * gamma * H**2 * Ka + surcharge * H * Ka # Active pressure
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Pp = 0.5 * gamma * H**2 * Kp # Passive resistance
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print(f"Active pressure (Pa): {Pa:.2f} kN/m")
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print(f"Passive resistance (Pp): {Pp:.2f} kN/m")
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# --- STABILITY CHECKS ---
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wall_weight = wall_density * trapezoidal_prism_volume(H, base_width, top_width)
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FS_sliding = Pp / Pa
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resisting_moment = wall_weight * (base_width/2)
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driving_moment = Pa * (Hw/3)
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FS_overturning = resisting_moment / driving_moment
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q = wall_weight / base_width
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||||
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print(f"Sliding FS: {FS_sliding:.2f} (required: 1.5)")
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print(f"Overturning FS: {FS_overturning:.2f} (required: 2.0)")
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||||
print(f"Base pressure: {q:.2f} kN/m²")
|
||||
|
||||
# --- Bearing Check ---
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||||
M_net = resisting_moment - driving_moment
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||||
q_max, q_min, e, safe, suggestion = bearing_check(wall_weight, base_width, M_net, q_allow)
|
||||
|
||||
print(f"Eccentricity: {e:.3f} m")
|
||||
print(f"Toe pressure (q_max): {q_max:.2f} kN/m²")
|
||||
print(f"Heel pressure (q_min): {q_min:.2f} kN/m²")
|
||||
print(f"Bearing check safe? {safe}")
|
||||
if suggestion:
|
||||
print("Suggestion:", suggestion)
|
||||
|
||||
# --- Bearing Check (Terzaghi + Meyerhof) ---
|
||||
M_net = resisting_moment - driving_moment
|
||||
# Location of resultant from toe
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||||
x_res = M_net / wall_weight
|
||||
# Eccentricity = distance from centroid (B/2)
|
||||
e = x_res - base_width / 2
|
||||
q_ult, q_applied, FS_bearing, B_eff = bearing_capacity_terzaghi(phi, c, gamma, base_width, wall_weight, e)
|
||||
|
||||
middle_third_limit = base_width / 6
|
||||
print(f"Eccentricity: {e:.3f} m")
|
||||
print(f"Middle third limit: {middle_third_limit:.3f} m")
|
||||
if abs(e) <= middle_third_limit:
|
||||
print("✓ Resultant lies within middle third (no heel tension)")
|
||||
else:
|
||||
print("✗ Outside middle third (heel tension likely)")
|
||||
|
||||
|
||||
print(f"Effective base width: {B_eff:.2f} m")
|
||||
print(f"Applied pressure: {q_applied:.2f} kN/m²")
|
||||
print(f"Ultimate capacity: {q_ult:.2f} kN/m²")
|
||||
print(f"Bearing FS: {FS_bearing:.2f} (required: 2.5)")
|
||||
|
||||
# --- Volume and Material Estimation ---
|
||||
volume = trapezoidal_prism_volume(H, base_width, top_width)
|
||||
void_ratio = 0.1 # Assumed void ratio for rubble fill
|
||||
material_volume = volume * (1 + void_ratio)
|
||||
material_weight = material_volume * wall_density
|
||||
print(f"Estimated material volume per meter of wall (including voids): {cubic_meters_to_cubic_feet(material_volume):.2f} ft³")
|
||||
print(f"Estimated material weight per meter of wallin kg: {material_weight*1000/9.81:.0f} kg")
|
||||
|
||||
def rankine_Ka(phi):
|
||||
# Rankine active earth pressure coefficient for vertical wall, horizontal backfill
|
||||
return math.tan(math.pi/4 - phi/2)**2
|
||||
|
||||
def rankine_Kp(phi):
|
||||
return math.tan(math.pi/4 + phi/2)**2
|
||||
|
||||
def coulomb_Ka(phi, delta, beta):
|
||||
'''
|
||||
Coulomb active earth pressure coefficient
|
||||
|
||||
Args:
|
||||
phi: Soil friction angle (radians)
|
||||
delta: Wall friction angle (radians)
|
||||
beta: Backfill slope angle (radians)
|
||||
|
||||
Returns:
|
||||
Ka: Active earth pressure coefficient
|
||||
'''
|
||||
num = math.cos(phi - beta)**2
|
||||
den = math.cos(beta) * math.cos(delta + phi)
|
||||
val = (math.sin(phi + delta) * math.sin(phi - beta)) / (math.cos(delta + phi) * math.cos(beta))
|
||||
if val < 0:
|
||||
raise ValueError("Invalid geometry")
|
||||
return num / (den * (1 + math.sqrt(val))**2)
|
||||
|
||||
def coulomb_Kp(phi, delta, beta=0):
|
||||
'''
|
||||
Coulomb passive earth pressure coefficient
|
||||
|
||||
Args:
|
||||
phi: Soil friction angle (radians)
|
||||
delta: Wall friction angle (radians)
|
||||
beta: Backfill slope angle (radians, default 0 for horizontal backfill)
|
||||
|
||||
Returns:
|
||||
Kp: Passive earth pressure coefficient
|
||||
'''
|
||||
num = math.cos(phi + beta)**2
|
||||
den = math.cos(beta) * math.cos(beta - delta)
|
||||
val = (math.sin(phi + delta) * math.sin(phi - beta)) / (math.cos(beta - delta) * math.cos(beta + phi))
|
||||
if val < 0:
|
||||
raise ValueError("Invalid geometry")
|
||||
return num / (den * (1 - math.sqrt(val))**2)
|
||||
|
||||
def mononobe_okabe_Ka(phi, delta, beta, kh, kv=0):
|
||||
'''
|
||||
Mononobe-Okabe seismic active earth pressure coefficient
|
||||
|
||||
Args:
|
||||
phi: Soil friction angle (radians)
|
||||
delta: Wall friction angle (radians)
|
||||
beta: Backfill slope angle (radians)
|
||||
kh: Horizontal seismic coefficient
|
||||
kv: Vertical seismic coefficient (default 0)
|
||||
|
||||
Returns:
|
||||
Ka: Seismic active earth pressure coefficient
|
||||
'''
|
||||
theta = math.atan(kh / (1 - kv))
|
||||
num = math.cos(phi - theta)**2
|
||||
den = math.cos(theta) * math.cos(delta + theta)
|
||||
val = (math.sin(phi + delta) * math.sin(phi - beta - theta)) / (math.cos(delta + theta) * math.cos(beta + phi))
|
||||
if val < 0:
|
||||
raise ValueError("Invalid geometry")
|
||||
return num / (den * (1 + math.sqrt(val))**2)
|
||||
|
||||
|
||||
def bearing_capacity_terzaghi(phi, c, gamma_soil, B, W, e):
|
||||
phi_rad = phi
|
||||
Nq = math.exp(math.pi * math.tan(phi_rad)) * math.tan(math.pi/4 + phi_rad/2)**2
|
||||
Nc = (Nq - 1) / math.tan(phi_rad)
|
||||
Nγ = 2 * (Nq + 1) * math.tan(phi_rad)
|
||||
|
||||
# Effective width (Meyerhof correction)
|
||||
B_eff = max(0.1, B - 2*abs(e))
|
||||
|
||||
# Shape factors (simplified)
|
||||
sc = 1 + 0.2 * (B_eff / B)
|
||||
sγ = 1 - 0.3 * (B_eff / B)
|
||||
|
||||
# Ultimate capacity
|
||||
q_ult = c * Nc * sc + 0.5 * gamma_soil * B_eff * Nγ * sγ
|
||||
q_applied = W / B_eff
|
||||
|
||||
FS_bearing = q_ult / q_applied
|
||||
return q_ult, q_applied, FS_bearing, B_eff
|
||||
|
||||
|
||||
def bearing_check(W, B, M, q_allow):
|
||||
'''
|
||||
Calculate bearing pressures and check against allowable soil capacity.
|
||||
Also suggest base width adjustment if heel pressure is negative.
|
||||
|
||||
Args:
|
||||
W: Total vertical load (kN)
|
||||
B: Base width (m)
|
||||
M: Net moment about toe (kN-m)
|
||||
q_allow: Allowable soil bearing capacity (kN/m²)
|
||||
|
||||
Returns:
|
||||
q_max: Pressure at toe (kN/m²)
|
||||
q_min: Pressure at heel (kN/m²)
|
||||
e: Eccentricity (m)
|
||||
safe: Boolean indicating if bearing check is safe
|
||||
suggestion: Text suggestion if unsafe
|
||||
'''
|
||||
e = M / W # eccentricity
|
||||
q_avg = W / B
|
||||
q_max = q_avg * (1 + 6*e/B)
|
||||
q_min = q_avg * (1 - 6*e/B)
|
||||
|
||||
safe = True
|
||||
suggestion = None
|
||||
|
||||
if q_min < 0:
|
||||
safe = False
|
||||
# Minimum base width to eliminate heel tension: B_min = 6e
|
||||
B_min = 6 * e
|
||||
suggestion = f"Increase base width to at least {B_min:.2f} m to avoid heel tension."
|
||||
|
||||
if q_max > q_allow:
|
||||
safe = False
|
||||
suggestion = f"Reduce pressure or increase base width; q_max exceeds allowable {q_allow:.2f} kN/m²."
|
||||
|
||||
return q_max, q_min, e, safe, suggestion
|
||||
|
||||
|
||||
|
||||
|
||||
def trapezoidal_prism_volume(height, base_width, top_width, length=1.0):
|
||||
"""
|
||||
Calculate volume of a trapezoidal prism.
|
||||
|
||||
Args:
|
||||
base_width: Average base thickness
|
||||
height: Total wall height including foundation
|
||||
top_width: Average top thickness
|
||||
length: Wall length, default = 1 (per running metre)
|
||||
|
||||
Returns:
|
||||
volume: Volume of the trapezoidal prism
|
||||
"""
|
||||
return (base_width + top_width) / 2 * height * length
|
||||
|
||||
|
||||
def cubic_meters_to_cubic_feet(cubic_meters):
|
||||
'''
|
||||
Convert cubic meters to cubic feet.
|
||||
|
||||
Args:
|
||||
cubic_meters: Volume in cubic meters
|
||||
Returns:
|
||||
Volume in cubic feet
|
||||
'''
|
||||
return cubic_meters * 35.3147
|
||||
|
||||
|
||||
if __name__ == "__main__":
|
||||
main()
|
||||
Reference in New Issue
Block a user