def importFaces(self):
''' Import 3D faces from DXF.'''
self.facesByLayer = {}
for name in self.layersToImport:
self.facesByLayer[name] = dict()
for obj in self.dxfFile.entities:
type = obj.dxftype()
layerName = obj.dxf.layer
if (layerName in self.layersToImport):
facesDict = self.facesByLayer[layerName]
if (type == '3DFACE'):
vertices = list()
objPoints = [
obj.dxf.vtx0, obj.dxf.vtx1, obj.dxf.vtx2, obj.dxf.vtx3
]
for pt in objPoints:
p = self.getRelativeCoo(pt)
idx = self.getIndexNearestPoint(p)
vertices.append(idx)
self.labelDict[obj.dxf.handle] = [layerName]
facesDict[obj.dxf.handle] = vertices
elif (type == 'POLYFACE'):
count = 0
for q in self.polyfaceQuads[obj.dxf.handle]:
vertices = list()
for pt in q:
p = self.getRelativeCoo(pt)
idx = self.getIndexNearestPoint(p)
if not idx in vertices:
vertices.append(idx)
else:
lmsg.error('Point p: ' + str(p) + ' idx: ' +
str(idx) + ' repeated in ' +
str(q) + ' vertices: ' +
str(vertices))
count += 1
id = obj.dxf.handle + '_' + str(count)
self.labelDict[id] = [layerName]
facesDict[id] = vertices
elif ((type == 'POLYLINE') or (type == 'LWPOLYLINE')):
count = 0
if (self.polylinesAsSurfaces): # Import as surfaces
for q in self.polylineQuads[obj.dxf.handle]:
vertices = list()
for pt in q:
p = self.getRelativeCoo(pt)
idx = self.getIndexNearestPoint(p)
if not idx in vertices:
vertices.append(idx)
else:
lmsg.error('Point p: ' + str(p) +
' idx: ' + str(idx) +
' repeated in ' + str(q) +
' vertices: ' + str(vertices))
count += 1
id = obj.dxf.handle + '_' + str(count)
self.labelDict[id] = [layerName]
facesDict[id] = vertices
elif (type == 'LINE'):
count = 0
# Nothing to do with lines for the moment.
elif (type == 'POINT'):
count = 0
# Nothing to do with points for the moment.
else:
lmsg.log('Entity of type: ' + type + ' ignored.')
def getDict(self):
''' Put member values in a dictionary.'''
if (self.xc_material):
lmsg.error('Cannot export xc materials yet.')
retval = {'sectionName': self.sectionName, 'xc_material': None}
return retval
def defInteractionDiagramNMz(self,preprocessor):
'Defines N-Mz interaction diagram.'
if(not self.fiberSectionRepr):
lmsg.error("defInteractionDiagramNMz: fiber section representation for section: "+ self.sectionName + "; not defined yet; use defRCSection method.\n")
self.defInteractionDiagramParameters(preprocessor)
return preprocessor.getMaterialHandler.calcInteractionDiagramNMz(self.sectionName,self.fiberSectionParameters.idParams)
def importLines(self):
''' Import lines from DXF.'''
self.lines = {}
self.polylines = {}
for obj in self.dxfFile.entities:
type = obj.dxftype()
lineName = obj.dxf.handle
layerName = obj.dxf.layer
if (layerName in self.layersToImport):
if (type == 'LINE'):
vertices = [-1, -1]
p1 = self.getRelativeCoo(obj.dxf.start)
p2 = self.getRelativeCoo(obj.dxf.end)
length = cdist([p1], [p2])[0][0]
# Try to have all lines with the
# same orientation.
idx0, idx1 = self.getOrientation(p1, p2, length)
# end orientation.
vertices[0] = idx0
vertices[1] = idx1
if (vertices[0] == vertices[1]):
lmsg.error('Error in line ' + lineName +
' vertices are equal: ' + str(vertices))
if (length > self.threshold):
self.lines[lineName] = vertices
objLabels = [layerName]
# xdata
if (obj.has_xdata('XC')):
objLabels.extend(get_extended_data(obj))
# groups
if (lineName in self.entitiesGroups):
objLabels.extend(self.entitiesGroups[lineName])
self.labelDict[lineName] = objLabels
else:
lmsg.error('line too short: ' + str(p1) + ',' +
str(p2) + str(length))
elif ((type == 'POLYLINE') or (type == 'LWPOLYLINE')):
if (not self.polylinesAsSurfaces): # Import as lines
vertices = list()
for p in obj.points:
rCoo = self.getRelativeCoo(p)
vertices.append(self.getIndexNearestPoint(rCoo))
v1 = vertices[0]
for v2 in vertices[1:]:
if (vertices[0] == vertices[1]):
lmsg.error('Error in line ' + lineName +
' vertices are equal: ' +
str(vertices))
else:
name = lineName + str(v1) + str(v2)
self.lines[name] = [v1, v2]
objLabels = [layerName]
# xdata
if (obj.has_xdata('XC')):
objLabels.extend(get_extended_data(obj))
# groups
if (lineName in self.entitiesGroups):
objLabels.extend(
self.entitiesGroups[lineName])
self.labelDict[name] = objLabels
v1 = v2
def getFb(self, angle=math.pi / 2.0):
''' Return the bending stress Fb or the panel according
to the table A of the document:
"Design Capacities for Oriented Strand Board V1.0 – 01/2008"
from PFS TECO • 1507 Matt Pass, Cottage Grove, WI 53527, USA
angle: angle of the stress with the strength axis.
'''
spanRating = self.getAPARatedSturdIFloor()
FbS = 0.0
if ((angle != 0.0) and (angle != math.pi / 2.0)):
lmsg.error('angle must be 0 or PI/2')
if (spanRating != 'unknown'):
if (spanRating == '16oc'):
if (angle == 0.0):
FbS = 500.0
else:
FbS = 180.0
elif (spanRating == '20oc'):
if (angle == 0.0):
FbS = 575.0
else:
FbS = 250.0
elif (spanRating == '24oc'):
if (angle == 0.0):
FbS = 770.0
else:
FbS = 385.0
elif (spanRating == '32oc'):
if (angle == 0.0):
FbS = 1050.0
else:
FbS = 685.0
elif (spanRating == '48oc'):
if (angle == 0.0):
FbS = 1900.0
else:
FbS = 1200.0
else:
spanRating = self.getSpanRating()
if (spanRating == '24/0'):
if (angle == 0.0):
FbS = 300.0
else:
FbS = 97.0
elif (spanRating == '24/16'):
if (angle == 0.0):
FbS = 385.0
else:
FbS = 115.0
elif (spanRating == '32/16'):
if (angle == 0.0):
FbS = 445.0
else:
FbS = 165.0
elif (spanRating == '40/20'):
if (angle == 0.0):
FbS = 750.0
else:
FbS = 270.0
elif (spanRating == '48/24'):
if (angle == 0.0):
FbS = 1000.0
else:
FbS = 405.0
Fb = FbS / self.Wzel() * 4.44822 * 0.0254 / 0.3048
return Fb
def getE(self, angle=math.pi / 2.0):
''' Return the bending stress Fb or the panel according
to the table A of the document:
"Design Capacities for Oriented Strand Board V1.0 – 01/2008"
from PFS TECO • 1507 Matt Pass, Cottage Grove, WI 53527, USA
angle: angle of the stress with the strength axis.
'''
spanRating = self.getAPARatedSturdIFloor()
EI = 0.0
if ((angle != 0.0) and (angle != math.pi / 2.0)):
lmsg.error('angle must be 0 or PI/2')
if (spanRating != 'unknown'):
if (spanRating == '16oc'):
if (angle == 0.0):
EI = 150e3
else:
EI = 34e3
elif (spanRating == '20oc'):
if (angle == 0.0):
EI = 210e3
else:
EI = 40.5e3
elif (spanRating == '24oc'):
if (angle == 0.0):
EI = 300e3
else:
EI = 80.5e3
elif (spanRating == '32oc'):
if (angle == 0.0):
EI = 650e3
else:
EI = 235e3
elif (spanRating == '48oc'):
if (angle == 0.0):
EI = 1150e3
else:
EI = 495e3
else:
spanRating = self.getSpanRating()
if (spanRating == '24/0'):
if (angle == 0.0):
EI = 60e3
else:
EI = 11e3
elif (spanRating == '24/16'):
if (angle == 0.0):
EI = 78e3
else:
EI = 16e3
elif (spanRating == '32/16'):
if (angle == 0.0):
EI = 115e3
else:
EI = 25e3
elif (spanRating == '40/20'):
if (angle == 0.0):
EI = 225e3
else:
EI = 56e3
elif (spanRating == '48/24'):
if (angle == 0.0):
EI = 400e3
else:
EI = 91.5e3
E = EI / self.Iz() * 4.44822 * 0.0254**2 / 0.3048
return E
lp0.newNodalLoad(n2.tag, xc.Vector([F, 0]))
## Add the load pattern to the domain.
modelSpace.addLoadCaseToDomain(lp0.name)
# Solution
solProc = predefined_solutions.PenaltyNewtonLineSearch(
feProblem,
printFlag=0,
convergenceTestTol=1e-7,
maxNumIter=6,
convTestType='norm_unbalance_conv_test')
analOk = solProc.solve(calculateNodalReactions=True,
reactionCheckTolerance=1e-10)
if (analOk != 0):
lmsg.error('Failed to solve for: ' + lp0.name)
quit()
# Results
ux_I = n2.getDisp[0]
ux_refI = F * l / (E * 2 * A) # Both elements are active
R1_I = n1.getReaction[0]
R2_I = n2.getReaction[0]
NA_I = trussA.getN1
NB_I = trussB.getN1
halfF = F / 2.0
ratio0 = (ux_I - ux_refI) / ux_refI
ratio1 = (R1_I + F) / F
ratio2 = (R2_I)
ratio3 = (NA_I - halfF) / halfF
def getInternalForcesDict(nmbComb, elems):
'''Creates a dictionary with the element's internal forces.
:param nmbComb: combination name.
:param elems: element set.
:param fDesc: file descriptor to write internal forces on.
'''
combInternalForcesDict= dict()
outDict= dict()
combInternalForcesDict[nmbComb]= outDict
for e in elems:
elemDict= dict()
outDict[e.tag]= elemDict
elementType= e.type()
elemDict['type']= elementType
if('Shell' in elementType):
internalForces= internal_forces.ShellMaterialInternalForces()
internalForces.setFromAverageInShellElement(e)
internalForces= internalForces.getWoodArmer()
sz= len(internalForces)
internalForcesDict= dict()
for i in range(0,sz):
nForceDict= dict()
force= internalForces[i]
internalForcesDict[i]= force.getDict()
elemDict['internalForces']= internalForcesDict
elif('Beam2d' in elementType):
e.getResistingForce()
internalForcesDict= dict()
# Internal forces of the bar.
N1= 0.0; M1= 0.0; V1= 0.0
N2= 0.0; M2= 0.0; V2= 0.0
axialForces= e.getValuesAtNodes('N')
if(len(axialForces)>1): # 'N' found.
N1= axialForces[0]
N2= axialForces[1]
bending= e.getValuesAtNodes('M')
if(len(bending)>1): # 'M' found.
M1= bending[0]
M2= bending[1]
shear= e.getValuesAtNodes('V')
if(len(shear)>1): # 'V' found.
V1= shear[0]
V2= shear[1]
internalForces= internal_forces.CrossSectionInternalForces(N1,V1,0.0,0.0,0.0,M1)
internalForcesDict[0]= internalForces.getDict()
internalForces= internal_forces.CrossSectionInternalForces(N2,V2,0.0,0.0,0.0,M2) # Internal forces at the end of the bar.
internalForcesDict[1]= internalForces.getDict()
elemDict['internalForces']= internalForcesDict
elif('Beam' in elementType):
e.getResistingForce()
internalForcesDict= dict()
N1= 0.0; My1= 0.0; Mz1= 0.0; Vy1= 0.0;
N2= 0.0; My2= 0.0; Mz2= 0.0; Vy2= 0.0;
axialForces= e.getValuesAtNodes('N')
if(len(axialForces)>1): # 'N' found.
N1= axialForces[0]
N2= axialForces[1]
shearY= e.getValuesAtNodes('Vy')
if(len(shearY)>1): # 'Vy' found.
Vy1= shearY[0]
Vy2= shearY[1]
shearZ= e.getValuesAtNodes('Vz')
if(len(shearZ)>1): # 'Vz' found.
Vz1= shearZ[0]
Vz2= shearZ[1]
torque= e.getValuesAtNodes('T')
if(len(torque)>1): # 'T' found.
T1= torque[0]
T2= torque[1]
bendingY= e.getValuesAtNodes('My')
if(len(bendingY)>1): # 'My' found.
My1= bendingY[0]
My2= bendingY[1]
bendingZ= e.getValuesAtNodes('Mz')
if(len(bendingZ)>1): # 'Mz' found.
Mz1= bendingZ[0]
Mz2= bendingZ[1]
internalForces= internal_forces.CrossSectionInternalForces(N1,Vy1,Vz1,T1,My1,Mz1) # Internal forces at the origin of the bar.
internalForcesDict[0]= internalForces.getDict()
if e.hasProp('chiLT'): #steel beam
internalForcesDict[0]['chiLT']= e.getProp('chiLT')
if e.hasProp('chiN'): #steel beam
internalForcesDict[0]['chiN']= e.getProp('chiN')
internalForces= internal_forces.CrossSectionInternalForces(N2,Vy2,Vz2,T2,My2,Mz2) # Internal forces at the end of the bar.
internalForcesDict[1]= internalForces.getDict()
if e.hasProp('chiLT'):
internalForcesDict[1]['chiLT']= e.getProp('chiLT')
if e.hasProp('chiN'):
internalForcesDict[1]['chiN']= e.getProp('chiN')
elemDict['internalForces']= internalForcesDict
elif('Truss' in elementType):
e.getResistingForce()
internalForcesDict= dict()
N1= 0.0
N2= 0.0
axialForces= e.getValuesAtNodes('N')
if(len(axialForces)>1): # 'N' found.
N1= axialForces[0]
N2= axialForces[1]
internalForces= internal_forces.CrossSectionInternalForces(N1) # Internal forces at the origin of the bar.
internalForcesDict[0]= internalForces.getDict()
if e.hasProp('chiLT'): #steel beam
internalForcesDict[0]['chiLT']= e.getProp('chiLT')
if e.hasProp('chiN'): #steel beam
internalForcesDict[0]['chiN']= e.getProp('chiN')
internalForces= internal_forces.CrossSectionInternalForces(N2) # Internal forces at the end of the bar.
internalForcesDict[1]= internalForces.getDict()
if e.hasProp('chiLT'):
internalForcesDict[1]['chiLT']= e.getProp('chiLT')
if e.hasProp('chiN'):
internalForcesDict[1]['chiN']= e.getProp('chiN')
elemDict['internalForces']= internalForcesDict
elif('ZeroLength' in elementType):
lmsg.warning("exportInternalForces for element type: '"+elementType+"' not implemented.")
else:
lmsg.error("exportInternalForces error; element type: '"+elementType+"' unknown.")
return combInternalForcesDict
def check(self, elements, nmbComb):
'''Limit state control.'''
lmsg.error('limit state check not implemented.')
def getIyHomogenizedSection(self):
'''returns the second moment of area about the axis parallel to
the section depth through the center of gravity'''
lmsg.error('getIyHomogenizedSection not implemented yet.')
# Need to compute the steel distribution along the z axis.
return self.getIy()
def check(self, elements, combName):
'''Shear control.'''
lmsg.error('shear limit state check not implemented.')
## Recorder for strand elements.
x = []
y = []
steelRecorder = feProblem.getDomain.newRecorder("element_prop_recorder", None)
steelElementTag = xc.ID(strandElementsSet.getElementTags())[1]
steelRecorder.setElements(xc.ID([steelElementTag]))
steelRecorder.callbackRecord = "x.append(self.getMaterial().getStrain()*1e3); y.append(self.getMaterial().getStress()/1e6)"
steelRecorder.callbackRestart = "print(\"Restart method called.\")"
## Solve for prestressing.
if (strandInitialStress > 0.0):
#print('** Solve for presstressing.', flush= True)
analOk = solProc1.solve(True)
if (analOk != 0):
lmsg.error('Failed to solve for prestressing.')
quit()
#print('** Solved.', flush= True)
R01 = getFixedNodesReaction()
ratio01 = abs(R01)
R02 = getFreeNodesReaction()
ratio02 = R02
strandInitStress0, strandStress0 = getStrandStresses()
concreteStress0 = getConcreteStress()
concreteStrain0, concreteInitialStrain0 = getConcreteStrain()
# Shrinkage.
concreteElementTags = list()
for e in s1.elements:
concreteElementTags.append(e.tag)
def exportInternalForces(nmbComb, elems, fDesc):
'''Writes a comma separated values file with the element's internal forces.
:param nmbComb: combination name.
:param elems: element set.
:param fDesc: file descriptor to write internal forces on.'''
errMsg= 'exportInternalForces deprecated use getInternalForcesDict'
errMsg+= 'with apropriate arguments'
for e in elems:
elementType= e.type()
if('Shell' in elementType):
internalForces= internal_forces.ShellMaterialInternalForces()
internalForces.setFromAverageInShellElement(e)
forcesOnNodes= internalForces.getWoodArmer()
sz= len(forcesOnNodes)
for i in range(0,sz):
force= forcesOnNodes[i]
outStr= nmbComb+", "+str(e.tag)+", "+str(i)+", "+force.getCSVString()+'\n'
fDesc.write(outStr)
elif('Beam2d' in elementType):
e.getResistingForce()
# Internal forces at the origin of the bar.
N1= 0.0; M1= 0.0; V1= 0.0
N2= 0.0; M2= 0.0; V2= 0.0
axialForces= e.getValuesAtNodes('N')
if(len(axialForces)>1): # 'N' found.
N1= axialForces[0]
N2= axialForces[1]
bending= e.getValuesAtNodes('M')
if(len(bending)>1): # 'M' found.
M1= bending[0]
M2= bending[1]
shear= e.getValuesAtNodes('V')
if(len(shear)>1): # 'V' found.
V1= shear[0]
V2= shear[1]
internalForces= internal_forces.CrossSectionInternalForces(N1,V1,0.0,0.0,0.0,M1)
fDesc.write(nmbComb+", "+str(e.tag)+", 0, "+internalForces.getCSVString()+'\n')
internalForces= internal_forces.CrossSectionInternalForces(N2,V2,0.0,0.0,0.0,M2) # Internal forces at the end of the bar.
fDesc.write(nmbComb+", "+str(e.tag)+", 1, "+internalForces.getCSVString()+'\n')
elif('Beam' in elementType):
e.getResistingForce()
N1= 0.0; Vy1= 0.0; Vz1= 0.0; T1= 0.0; My1= 0.0; Mz1= 0.0
N2= 0.0; Vy2= 0.0; Vz2= 0.0; T2= 0.0; My2= 0.0; Mz2= 0.0
axialForces= e.getValuesAtNodes('N')
if(len(axialForces)>1): # 'N' found.
N1= axialForces[0]
N2= axialForces[1]
shearY= e.getValuesAtNodes('Vy')
if(len(shearY)>1): # 'Vy' found.
Vy1= shearY[0]
Vy2= shearY[1]
shearZ= e.getValuesAtNodes('Vz')
if(len(shearZ)>1): # 'Vz' found.
Vz1= shearZ[0]
Vz2= shearZ[1]
torque= e.getValuesAtNodes('T')
if(len(torque)>1): # 'T' found.
T1= torque[0]
T2= torque[1]
bendingY= e.getValuesAtNodes('My')
if(len(bendingY)>1): # 'My' found.
My1= bendingY[0]
My2= bendingY[1]
bendingZ= e.getValuesAtNodes('Mz')
if(len(bendingZ)>1): # 'Mz' found.
Mz1= bendingZ[0]
Mz2= bendingZ[1]
internalForces= internal_forces.CrossSectionInternalForces(N1,Vy1,Vz1,T1,My1,Mz1) # Internal forces at the origin of the bar.
if e.hasProp('chiLT'): #steel beam
fDesc.write(nmbComb+", "+str(e.tag)+", 0, "+internalForces.getCSVString()+" , "+str(e.getProp('chiLT'))+'\n')
else:
fDesc.write(nmbComb+", "+str(e.tag)+", 0, "+internalForces.getCSVString()+'\n')
internalForces= internal_forces.CrossSectionInternalForces(N2,Vy2,Vz2,T2,My2,Mz2) # Internal forces at the end of the bar.
if e.hasProp('chiLT'):
fDesc.write(nmbComb+", "+str(e.tag)+", 1, "+internalForces.getCSVString()+" , " + str(e.getProp('chiLT'))+'\n')
else:
fDesc.write(nmbComb+", "+str(e.tag)+", 1, "+internalForces.getCSVString()+'\n')
elif('Truss' in elementType):
e.getResistingForce()
N1= 0.0
N2= 0.0
axialForces= e.getValuesAtNodes('N')
if(len(axialForces)>1): # 'N' found.
N1= axialForces[0]
N2= axialForces[1]
internalForces= internal_forces.CrossSectionInternalForces(N1) # Internal forces at the origin of the bar.
if e.hasProp('chiLT'): #steel beam
fDesc.write(nmbComb+", "+str(e.tag)+", 0, "+internalForces.getCSVString()+" , "+str(e.getProp('chiLT'))+'\n')
else:
fDesc.write(nmbComb+", "+str(e.tag)+", 0, "+internalForces.getCSVString()+'\n')
internalForces= internal_forces.CrossSectionInternalForces(N2) # Internal forces at the end of the bar.
if e.hasProp('chiLT'):
fDesc.write(nmbComb+", "+str(e.tag)+", 1, "+internalForces.getCSVString()+" , " + str(e.getProp('chiLT'))+'\n')
else:
fDesc.write(nmbComb+", "+str(e.tag)+", 1, "+internalForces.getCSVString()+'\n')
elif('ZeroLength' in elementType):
lmsg.warning("exportInternalForces for element type: '"+elementType+"' not implemented.")
else:
lmsg.error("exportInternalForces error; element type: '"+elementType+"' unknown.")
if 'IfcType' in attributes:
ifcType = attributes['IfcType']
if (ifcType == 'Structural Point Connection'):
connectedMemberLabel = attributes[
'IfcDescription'] # Dirty solution indeed :(
nearestMember, vertexIndex, minDist = reader_base.findConnectedMember(
xcTotalSet.lines, connectedMemberLabel, p.getPos)
modelSpace.releaseLineExtremities(
nearestMember,
stiffnessFactors=stiffnessFactors,
extremitiesToRelease=[vertexIndex])
# Check for floating nodes.
floatingNodes = modelSpace.getFloatingNodes()
if (len(floatingNodes) > 0):
lmsg.error('There are ' + str(len(floatingNodes)) +
' floating nodes. Can\'t compute solution.')
quit()
# Skylight loaded set.
skyLightWidth = 1.022
skyLightLoadedLines = ['LongLVLBeam010', 'LongLVLBeam003', 'ShortLVLBeam007']
for l in xcTotalSet.lines:
#print(l.getPropNames())
labels = l.getProp('labels')
for skyLL in skyLightLoadedLines:
if skyLL in labels:
skyLightLoadedSet.lines.append(l)
# Loads
def getEffectiveLength(self,
numberOfConcentratedLoads=0,
lateralSupport=False,
cantilever=False):
''' Return the effective length of the beam according to table
3.3.3 of NDS-2018.
:param numberOfConcentratedLoads: number of concentrated loads equally
spaced along the beam (0: uniform load).
:param lateralSupport: if true beam has a lateral support on each load.
:param cantilever: if true cantilever beam otherwise single span beam.
'''
retval = self.unbracedLength
if (cantilever):
if (numberOfConcentratedLoads == 0):
retval *= 1.33 # Uniform load
else:
retval *= 1.87 # Concentrated load at unsupported end.
else:
ratio = self.unbracedLength / self.section.h
if (numberOfConcentratedLoads == 0):
if (ratio < 7.0):
retval *= 2.06 # Uniform load
else:
retval = 1.63 * self.unbracedLength + 3.0 * self.section.h
elif ((numberOfConcentratedLoads == 1) and (not lateralSupport)):
if (ratio < 7.0):
retval *= 1.80 # Uniform load
else:
retval = 1.37 * self.unbracedLength + 3.0 * self.section.h
elif (numberOfConcentratedLoads == 1):
if (lateralSupport):
retval *= 1.11
else:
lmsg.error('Load case not implemented.')
retval *= 10.0
elif (numberOfConcentratedLoads == 2):
if (lateralSupport):
retval *= 1.68
else:
lmsg.error('Load case not implemented.')
retval *= 10.0
elif (numberOfConcentratedLoads == 3):
if (lateralSupport):
retval *= 1.54
else:
lmsg.error('Load case not implemented.')
retval *= 10.0
elif (numberOfConcentratedLoads == 4):
if (lateralSupport):
retval *= 1.68
else:
lmsg.error('Load case not implemented.')
retval *= 10.0
elif (numberOfConcentratedLoads == 5):
if (lateralSupport):
retval *= 1.73
else:
lmsg.error('Load case not implemented.')
retval *= 10.0
elif (numberOfConcentratedLoads == 6):
if (lateralSupport):
retval *= 1.78
else:
lmsg.error('Load case not implemented.')
retval *= 10.0
elif (numberOfConcentratedLoads == 7):
if (lateralSupport):
retval *= 1.84
else:
lmsg.error('Load case not implemented.')
retval *= 10.0
return retval
from __future__ import division
from __future__ import print_function
from actions.railway_trafic import SIA_rail_load_models
__author__ = "Luis C. Pérez Tato (LCPT) and Ana Ortega (AOO)"
__copyright__ = "Copyright 2015, LCPT and AOO"
__license__ = "GPL"
__version__ = "3.0"
__email__ = "*****@*****.**"
LM1 = SIA_rail_load_models.LM1 # Load model.
qDerailmentModel2_25 = LM1.trainDerailmentModel2(25.0)
qDerailmentModel2_8_4 = LM1.trainDerailmentModel2(8.4)
qDerailmentModel2_6_4 = LM1.trainDerailmentModel2(6.4)
ratio1 = abs(qDerailmentModel2_25 - 145e3) / 145e3
ratio2 = abs(qDerailmentModel2_8_4 - 208.970588235e3) / 208.970588235e3
ratio3 = abs(qDerailmentModel2_6_4 - 220e3) / 220e3
'''
print("ratio1= ", ratio1)
print("ratio2= ", ratio2)
print("ratio3= ", ratio3)
'''
import os
from misc_utils import log_messages as lmsg
fname = os.path.basename(__file__)
if ((ratio1 < 1e-15) and (ratio2 < 1e-11) and (ratio3 < 1e-15)):
print('test ' + fname + ': ok.')
else:
lmsg.error(fname + ' ERROR.')
def getYieldLimit(self,
mainMemberWood,
sideMemberWood,
lm,
ls,
theta_m,
theta_s,
doubleShear=False):
''' Return the yield limit according to table
12.3.1B of NDS-2018.
:param mainMemberWood: main member Wood object.
:param mainMemberWood: side member Wood object.
:param lm: main member dowel bearing length.
:param ls: side member dowel bearing length.
:param theta_m: angle between the direction of load and the
direction of grain of the main member.
:param theta_s: angle between the direction of load and the
direction of grain of the side member.
:param doubleShear: double shear plane in connection.
'''
if (lm < 0.0):
lmsg.error('negative main member dowel bearing length: lm= ' +
str(lm))
if (ls < 0.0):
lmsg.error('negative side member dowel bearing length: ls= ' +
str(ls))
D = self.getDiameterForYield()
Fem = mainMemberWood.getDowelBearingStrenght(D, theta_m)
Rd_Im = self.getReductionTerm(theta=0.0, yieldMode='Im')
Z_Im = D * lm * Fem / Rd_Im # Eq. (12.3-1 or 12.3-7)
retval = Z_Im
Rd_Is = self.getReductionTerm(theta=0.0, yieldMode='Is')
Fes = sideMemberWood.getDowelBearingStrenght(D, theta_s)
Z_Is = D * ls * Fes / Rd_Is # Eq. (12.3-2)
if (doubleShear):
Z_Is *= 2.0 # Eq. (12.3-8)
retval = min(retval, Z_Is)
Rd_II = self.getReductionTerm(theta=0.0, yieldMode='II')
k1 = self.getK1(mainMemberWood, sideMemberWood, lm, ls, theta_m,
theta_s)
Z_II = k1 * D * ls * Fes / Rd_II # Eq. (12.3-3)
retval = min(retval, Z_II)
Rd_IIIm = self.getReductionTerm(theta=0.0, yieldMode='IIIm')
k2 = self.getK2(mainMemberWood, sideMemberWood, lm, ls, theta_m,
theta_s)
Re = Fem / Fes
Z_IIIm = k2 * D * lm * Fem / (1 + 2.0 * Re) / Rd_IIIm # Eq. (12.3-4)
retval = min(retval, Z_IIIm)
Rd_IIIs = self.getReductionTerm(theta=0.0, yieldMode='IIIs')
k3 = self.getK3(mainMemberWood, sideMemberWood, lm, ls, theta_m,
theta_s)
Z_IIIs = k3 * D * ls * Fem / (2 + Re) / Rd_IIIs # Eq. (12.3-5)
if (doubleShear):
Z_IIIs *= 2.0 # Eq. (12.3-9)
retval = min(retval, Z_IIIs)
Rd_IV = self.getReductionTerm(theta=0.0, yieldMode='IV')
Z_IV = D**2 / Rd_IV * math.sqrt(2.0 * Fem * self.Fyb /
(3.0 * (1 + Re))) # Eq. (12.3-6)
if (doubleShear):
Z_IV *= 2.0 # Eq. (12.3-10)
retval = min(retval, Z_IV)
return retval