def testTaperedDeflections(self):
# Test data from "Finite Element Structural Analysis", Yang, pg. 180
E = 2.0
I = 3.0
L = 4.0
P = 5.0
nodes = 3
Px = Py = Pz = np.zeros(nodes)
loads = pb.Loads(nodes, Px, Py, Pz)
tip = pb.TipData(0.0, np.zeros(3), np.zeros(6), [-P, 0.0, 0.0], np.zeros(3))
base = pb.BaseData(np.ones(6), 1.0)
z = np.array([0.0, 0.5*L, L])
EIx = EIy = E*I*np.array([9.0, 5.0, 1.0])
EA = E*np.ones(nodes)
GJ = rhoA = rhoJ = np.ones(nodes)
sec = pb.SectionData(nodes, z, EA, EIx, EIy, GJ, rhoA, rhoJ)
beam = pb.Beam(sec, loads, tip, base)
(dx, dy, dz, dtheta_x, dtheta_y, dtheta_z) = beam.displacement()
tol = 1e-8
tol_pct_1 = 0.17;
tol_pct_2 = 0.77;
self.assertAlmostEqual(dx[0], 0.0, 8)
self.assertAlmostEqual(dx[-1], -0.051166*P*L**3/E/I, delta=tol_pct_1)
self.assertAlmostEqual(dtheta_y[0], 0.0, 8)
self.assertAlmostEqual(dtheta_y[-1], -0.090668*P*L**2/E/I, delta=tol_pct_2)
def testCantileverDeflection(self):
# Test data from "Finite Element Structural Analysis", Yang, pg. 145
E = 2.0
I = 3.0
L = 4.0
p0 = 5.0
nodes = 2
Px = np.array([-p0, 0.0])
Py = Pz = np.zeros(nodes)
loads = pb.Loads(nodes, Px, Py, Pz)
tip = pb.TipData()
base = pb.BaseData(np.ones(6), 1.0)
z = np.array([0.0, L])
EIx = EIy = E*I*np.ones(nodes)
EA = E*np.ones(nodes)
GJ = rhoA = rhoJ = np.ones(nodes)
sec = pb.SectionData(nodes, z, EA, EIx, EIy, GJ, rhoA, rhoJ)
beam = pb.Beam(sec, loads, tip, base)
(dx, dy, dz, dtheta_x, dtheta_y, dtheta_z) = beam.displacement()
self.assertAlmostEqual(dx[0], 0.0, 8)
self.assertAlmostEqual(dx[1], -p0 * L**3.0 / E / I * L / 30.0, 8)
self.assertAlmostEqual(dtheta_y[0], 0.0, 8)
self.assertAlmostEqual(dtheta_y[1],-p0 * L**3.0 / E / I * 1 / 24.0, 8)
def testShearBendingSimple(self):
# Test data from "Mechanical of Materials", Gere, 6th ed., pg. 273
# cantilevered beam with linear distributed load
L = 10.0
q0 = 3.0
n = 1
nodes = n+1
tip = pb.TipData()
base = pb.BaseData(np.ones(6), 1.0)
z = np.arange(nodes, dtype=np.float64) * (L / n)
EIx = EIy = EA = GJ = rhoJ = rhoA = np.ones(nodes)
sec = pb.SectionData(nodes, z, EA, EIx, EIy, GJ, rhoA, rhoJ)
Px = q0*(1 - z/L)
Py = Pz = np.zeros(nodes)
loads = pb.Loads(nodes, Px, Py, Pz)
beam = pb.Beam(sec, loads, tip, base)
(Vx, Vy, Fz, Mx, My, Tz) = beam.shearAndBending()
tol_pct = 1e-8
Vx_expect = np.polyval([q0*L/2.0, -q0*L, q0*L/2.0], [0.0, 1.0])
My_expect = np.polyval([-q0*L*L/6.0, 3.0*q0*L*L/6.0, -3.0*q0*L*L/6.0, q0*L*L/6.0], [0.0, 1.0])
npt.assert_almost_equal(Vx, Vx_expect)
npt.assert_almost_equal(My, My_expect)
def testOtherCalls(self):
E = 2.0
I = 3.0
L = 4.0
q0 = 5.0
n = 3
nodes = n+1
tip = pb.TipData()
base = pb.BaseData(np.ones(6), 1.0)
z = L * np.arange(nodes)
EIx = EIy = E*I*np.ones(nodes)
EA = GJ = rhoJ = rhoA = np.ones(nodes)
sec = pb.SectionData(nodes, z, EA, EIx, EIy, GJ, rhoA, rhoJ)
Pz = q0*(1 - z/L)
Py = Px = np.zeros(nodes)
loads = pb.Loads(nodes, Px, Py, Pz)
beam = pb.Beam(sec, loads, tip, base)
badlist = [float('inf'), -float('inf'), float('nan'), 0.0, np.inf, -np.inf, np.nan]
self.assertNotIn(beam.mass(), badlist)
self.assertNotIn(beam.outOfPlaneMomentOfInertia(), badlist)
npts = 10
xv = yv = np.zeros(npts)
zv = np.linspace(z[0], z[-1], npts)
self.assertNotIn( beam.axialStrain(npts, xv, yv, zv).sum(), badlist)
def testBucklingEuler(self):
# unit test data from Euler's buckling formula for a clamped/free beam
E = 2.0
I = 3.0
L = 4.0
n = 3
nodes = n+1
Px = Py = Pz = np.zeros(nodes)
loads = pb.Loads(nodes, Px, Py, Pz)
tip = pb.TipData()
base = pb.BaseData(np.ones(6), 1.0)
z = L * np.arange(nodes)
EIx = EIy = E*I*np.ones(nodes)
EA = GJ = rhoJ = rhoA = np.ones(nodes)
sec = pb.SectionData(nodes, z, EA, EIx, EIy, GJ, rhoA, rhoJ)
beam = pb.Beam(sec, loads, tip, base)
(Pcr_x, Pcr_y) = beam.criticalBucklingLoads()
Ltotal = n*L
tol_pct = 0.011
expect = E * I * (0.5*np.pi/Ltotal)**2.0
self.assertAlmostEqual(Pcr_x, expect, 2)
self.assertAlmostEqual(Pcr_y, expect, 2)
def testFreqFree_FreeBeam_n3(self):
# Test data from "Consistent Mass Matrix for Distributed Mass Systmes", John Archer,
# Journal of the Structural Division Proceedings of the American Society of Civil Engineers,
# pg. 168
E = 2.0
I = 3.0
L = 4.0
A = 5.0
rho = 6.0
n = 3
nodes = n+1
Px = Py = Pz = np.zeros(nodes)
loads = pb.Loads(nodes, Px, Py, Pz)
tip = pb.TipData()
base = pb.BaseData()
z = L * np.arange(nodes)
EIx = EIy = E*I*np.ones(nodes)
EA = GJ = rhoJ = np.ones(nodes)
rhoA = rho*A*np.ones(nodes)
sec = pb.SectionData(nodes, z, EA, EIx, EIy, GJ, rhoA, rhoJ)
beam = pb.Beam(sec, loads, tip, base)
nFreq = 100
freq = beam.naturalFrequencies(nFreq)
m = rho * A
alpha = m * (n*L)**4.0 / (840.0 * E * I)
tol_pct = 6e-6 * 100
expect = np.sqrt(0.59919 / alpha) / (2*np.pi)
self.assertAlmostEqual(freq[1], expect, delta=tol_pct)
self.assertAlmostEqual(freq[2], expect, delta=tol_pct)
expect = np.sqrt(4.5750 / alpha) / (2*np.pi)
self.assertAlmostEqual(freq[5], expect, delta=tol_pct)
self.assertAlmostEqual(freq[6], expect, delta=tol_pct)
expect = np.sqrt(22.010 / alpha) / (2*np.pi)
self.assertAlmostEqual(freq[8], expect, delta=tol_pct)
self.assertAlmostEqual(freq[9], expect, delta=tol_pct)
expect = np.sqrt(70.920 / alpha) / (2*np.pi)
self.assertAlmostEqual(freq[11], expect, delta=tol_pct)
self.assertAlmostEqual(freq[12], expect, delta=tol_pct)
expect = np.sqrt(265.91 / alpha) / (2*np.pi)
self.assertAlmostEqual(freq[14], expect, delta=tol_pct)
self.assertAlmostEqual(freq[15], expect, delta=tol_pct)
expect = np.sqrt(402.40 / alpha) / (2*np.pi)
self.assertAlmostEqual(freq[16], expect, delta=tol_pct)
self.assertAlmostEqual(freq[17], expect, delta=tol_pct)
def testShearBendingSimplePt(self):
# Test data from "Mechanical of Materials", Gere, 6th ed., pg. 288
# cantilevered beam with two point loads
L = 10.0
P1 = 2.0
P2 = 3.0
n = 3
nodes = n+1
tip = pb.TipData()
base = pb.BaseData(np.ones(6), 1.0)
z = np.arange(nodes, dtype=np.float64) * (L / n)
EIx = EIy = EA = GJ = rhoJ = rhoA = np.ones(nodes)
sec = pb.SectionData(nodes, z, EA, EIx, EIy, GJ, rhoA, rhoJ)
Px = Py = Pz = Fy_pt = Fz_pt = Mx_pt = My_pt = Mz_pt = np.zeros(nodes)
Fx_pt = np.zeros(nodes)
Fx_pt[1] = -P2
Fx_pt[3] = -P1
loads = pb.Loads(nodes, Px, Py, Pz, Fx_pt, Fy_pt, Fz_pt, Mx_pt, My_pt, Mz_pt)
beam = pb.Beam(sec, loads, tip, base)
(Vx, Vy, Fz, Mx, My, Tz) = beam.shearAndBending()
tol_pct = 1e-8;
Vx_expect = np.polyval([0.0, 0.0, -P1-P2], [0.0])
self.assertAlmostEqual(Vx[0], Vx_expect, 8)
Vx_expect = np.polyval([0.0, 0.0, -P1], [0.0])
self.assertAlmostEqual(Vx[1], Vx_expect, 8)
self.assertAlmostEqual(Vx[2], Vx_expect, 8)
b = L/3.0
a = 2.0/3.0*L
My_expect = np.polyval([0.0, 0.0, -P1*a + P1*L + P2*b, -P1*L - P2*b], [0.0])
self.assertAlmostEqual(My[0], My_expect, 8)
My_expect = np.polyval([0.0, 0.0, -0.5*P1*a + P1*a, -P1*a], [0.0])
self.assertAlmostEqual(My[1], My_expect, 8)
My_expect = np.polyval([0.0, 0.0, 0.5*P1*a, -0.5*P1*a], [0.0])
self.assertAlmostEqual(My[2], My_expect, 8)
cm = np.array([-5.0, 0.0, 0.0]) # center of mass relative to tip
I = np.array([2960437.0, 3253223.0, 3264220.0, 0.0, -18400.0,
0.0]) # moments of inertia
F = np.array([750000.0, 0.0, -m * g]) # force
M = np.array([0.0, 0.0, 0.0]) # moment
tip = _pBEAM.TipData(m, cm, I, F, M)
# 6 ---------
# 7 ---------
# rigid base
inf = float('inf')
k = np.array([inf] * 6)
base = _pBEAM.BaseData(k, inf)
# 7 ---------
# 8 ---------
# create tower object
tower = _pBEAM.Beam(nodes, z, d, t, loads, material, tip, base)
# 8 ---------
# 9 ---------
# compute mass and natural frequncies
print 'mass =', tower.mass()
print 'natural freq =', tower.naturalFrequencies(5)
# plot displacement in wind direction
disp = tower.displacement()
-5482, -3303, -3256, -3267, -3246, -3177, -3143, -3087,
-3019, -2662, -2560, -2399, -2323, -2138, -2021, -1909,
-1539, -1480, -1416, -1305, -1197, -985.7, -806.8, -662.5,
-458.7, -305.5])
p_loads = _pBEAM.Loads(nsec, P1, P2, P3) # only distributed loads
# 3 ---------
# 4 ---------
# tip/base data
p_tip = _pBEAM.TipData() # no tip mass
k = np.array([float('inf'), float('inf'), float('inf'),
float('inf'), float('inf'), float('inf')])
p_base = _pBEAM.BaseData(k, float('inf')) # rigid base
# create blade object
blade = _pBEAM.Beam(p_section, p_loads, p_tip, p_base)
# 4 ---------
# 5 ---------
# compute mass and natural frequncies
print 'mass =', blade.mass()
print 'natural freq =', blade.naturalFrequencies(5)
# 5 ---------
# 6 ---------
# plot displacement in second principal direction (approximately flapwise direction)
disp = blade.displacement()
dy = disp[1]