def getFlangeBoltedPlate(self,
boltSteel,
plateSteel=ASTM_materials.A36,
lbls=None):
''' Return a suitable bolted plate for the beam flange.
:param boltSteel: steel type of the bolts that connect the plate with
the flange.
:param plateSteel: steel type of the bolted plate.
'''
flangeStrength = self.shape.getFlangeYieldStrength()
bolt = self.shape.getFlangeMaximumBolt(steelType=boltSteel)
numberOfBolts = bolt.getNumberOfBoltsForShear(flangeStrength,
numberOfRows=2,
threadsExcluded=True)
spacing = self.shape.getFlangeWidth() / 2.0
boltArray = ASTM_materials.BoltArray(bolt,
nRows=2,
nCols=int(numberOfBolts / 2),
dist=spacing)
thicknessRatio = max(self.shape.steelType.fy / plateSteel.fy,
self.shape.steelType.fu / plateSteel.fu)
plateThickness = round(
thicknessRatio * self.shape.getFlangeThickness() * 1000, 0) / 1000
retval = ASTM_materials.BoltedPlate(boltArray,
width=self.shape.getFlangeWidth(),
thickness=plateThickness,
steelType=plateSteel)
print('plate thickness: ', plateThickness * 1e3, ' mm')
return retval
def setFromDict(self, dct):
''' Read member values from a dictionary.'''
self.N = dct['N']
self.offsetN = dct['offsetN']
self.B = dct['B']
self.offsetB = dct['offsetB']
self.t = dct['t']
steelClassName = dct['steelClassName'] + '()'
self.steel = eval(steelClassName)
self.steel.setFromDict(dct['steel'])
if dct['steelShapeClassName'] == "materials.astm_aisc.ASTM_materials.IShape":
shape = dct['steelShape']['shape']
bf = shape['b']
tf = shape['tf']
tw = shape['tw']
hw = shape['hi']
name = shape['name']
steelShapeClassName = f"{dct['steelShapeClassName']}({bf}, {tf}, {tw}, {hw}, steel=self.steel, name='{name}')"
else:
steelShapeClassName = dct['steelShapeClassName'] + '()'
self.steelShape = eval(steelShapeClassName)
self.steelShape.setFromDict(dct['steelShape'])
self.anchorGroup = ASTM_materials.AnchorGroup(steel=None,
diameter=0.0,
positions=[])
self.anchorGroup.setFromDict(dct['anchorGroup'])
xyz = dct['origin']
self.origin = geom.Pos3d(xyz[0], xyz[1], xyz[2])
self.fc = dct['fc']
self.nShearBolts = dct['nShearBolts']
def apply_nonPrismatic_section(sets, bf, tf, tw, hw_min, hw_max, \
material, prep, element_handler):
# dia_bounds = {
# 'x': ['dia_bound.x', 'l_center.x', 'bnd.getZMin'],
# 'y': ['dia_bound.y', 'l_center.y', 'bnd.getZMin'],
# 'z': ['dia_bound.z', 'l_center.z', 'bnd.getZMin'],
# }
dhw = hw_max - hw_min
for Set in sets:
bnd = Set.lines.getBnd()
dz = bnd.diagonal.z
zmin = bnd.getZMin
for line in Set.getLines:
z_line = line.getCentroid().z
percent = abs(z_line - zmin) / dz
average_hw = hw_min + percent * dhw
assert average_hw > 0
# lines_len += l
isection = ASTM_materials.IShape(bf, tf, tw, average_hw, material, f"Wisection{line.tag}")
xc_material= isection.defElasticShearSection3d(prep)
element_handler.defaultMaterial = xc_material.name
element_handler.newElement('ElasticBeam3d', xc.ID([0,0]))
line.genMesh(xc.meshDir.I)
for e in line.getElements:
e.setProp('crossSection',isection)
Set.fillDownwards()
def getFilletMaximumLeg(self, otherThickness):
'''
Return the minimum leg size for a fillet bead
according to table J2.4 of AISC 360.
:param otherThickness: thickness of the other part to weld.
'''
return ASTM_materials.getFilletWeldMaximumLegSheets(self.t, otherThickness)
def getBoltedPlateTemplate(self):
''' Return the blocks corresponding to the plate
bolted to the gusset plate.
'''
# Create bolted plate.
boltedPlate = ASTM_materials.BoltedPlate()
boltedPlate.setFromDict(self.boltedPlateTemplate.getDict())
boltedPlate.eccentricity = geom.Vector2d(.025, 0.0)
boltedPlate.length += .05
return boltedPlate
def getAnchorGroup(steel, diameter, squareSide, xCenter=0.0, yCenter=0.0):
''' Return four anchors in the corners of the square.'''
delta = squareSide / 2.0
origin = geom.Pos3d(xCenter, yCenter, 0.0)
positions = list()
positions.append(origin + geom.Vector3d(delta, delta, 0.0))
positions.append(origin + geom.Vector3d(-delta, delta, 0.0))
positions.append(origin + geom.Vector3d(-delta, -delta, 0.0))
positions.append(origin + geom.Vector3d(delta, -delta, 0.0))
return ASTM_materials.AnchorGroup(steel, diameter, positions)
def setFromDict(self,dct):
''' Read member values from a dictionary.'''
self.N= dct['N']
self.offsetN= dct['offsetN']
self.B= dct['B']
self.offsetB= dct['offsetB']
self.t= dct['t']
steelShapeClassName= dct['steelShapeClassName']+'()'
self.steelShape= eval(steelShapeClassName)
self.steelShape.setFromDict(dct['steelShape'])
self.anchorGroup= ASTM_materials.AnchorGroup(steel= None, diameter= 0.0, positions= [])
self.anchorGroup.setFromDict(dct['anchorGroup'])
steelClassName= dct['steelClassName']+'()'
self.steel= eval(steelClassName)
self.steel.setFromDict(dct['steel'])
xyz= dct['origin']
self.origin= geom.Pos3d(xyz[0],xyz[1],xyz[2])
self.fc= dct['fc']
self.nShearBolts= dct['nShearBolts']
kip2kN = 1.0 / kN2kips foot2meter = 0.3048 m2Toin2 = 1.0 / inch2meter**2 # Problem type steelBeam = xc.FEProblem() steelBeam.title = 'Example G.1A' preprocessor = steelBeam.getPreprocessor nodes = preprocessor.getNodeHandler #Materials ## Steel material steel = ASTM_materials.A992 steel.gammaM = 1.00 ## Profile geometry shape = ASTM_materials.WShape(steel, 'W24X62') xcSection = shape.defElasticShearSection2d(preprocessor) # Model geometry ## Points. span = 35.0 * foot2meter pointHandler = preprocessor.getMultiBlockTopology.getPoints p0 = pointHandler.newPntFromPos3d(geom.Pos3d(0.0, 0.0, 0.0)) p1 = pointHandler.newPntFromPos3d(geom.Pos3d(span, 0.0, 0.0)) ## Lines lineHandler = preprocessor.getMultiBlockTopology.getLines l1 = lineHandler.newLine(p0.tag, p1.tag) l1.nDiv = 10
N=N,
t=t,
steelShape=steelShape,
anchorGroup=anchorGroup,
steel=steel,
fc=fc,
origin=p)
self.nShearBolts = len(positions) # Use welded washers
# Materials
steel_W = ASTM_materials.A36 #steel support W shapes
steel_W.fy = 240e6
steel_W.gammaM = 1.00
# steelShape= ASTM_materials.WShape(steel_W,'W18X192')
steelShape = ASTM_materials.IShape(.2, .012, .008, .2, steel_W, name="W18X76")
fc = 25e6 # Minimum concrete compressive strength
# Anchors
boltDiameter = 24e-3
## Positions
positions = list()
x1 = .075
y1 = .05
positions.append(geom.Pos3d(x1, y1, 0.0))
positions.append(geom.Pos3d(x1, -y1, 0.0))
positions.append(geom.Pos3d(-x1, -y1, 0.0))
positions.append(geom.Pos3d(-x1, y1, 0.0))
rodMaterial = ASTM_materials.F1554gr36
#rodMaterial= ASTM_materials.F1554gr55
kip2kN = 1.0 / kN2kips foot2meter = 0.3048 m2Toin2 = 1.0 / inch2meter**2 # Problem type steelBeam = xc.FEProblem() steelBeam.title = 'Example F.2-1B' preprocessor = steelBeam.getPreprocessor nodes = preprocessor.getNodeHandler #Materials ## Steel material steel = ASTM_materials.A36 steel.gammaM = 1.00 ## Profile geometry shape = ASTM_materials.CShape(steel, 'C15X33.9') xcSection = shape.defElasticShearSection2d(preprocessor) # Model geometry ## Points. span = 25.0 * foot2meter pointHandler = preprocessor.getMultiBlockTopology.getPoints p0 = pointHandler.newPntFromPos3d(geom.Pos3d(0.0, 0.0, 0.0)) p1 = pointHandler.newPntFromPos3d(geom.Pos3d(span, 0.0, 0.0)) ## Lines lineHandler = preprocessor.getMultiBlockTopology.getLines l1 = lineHandler.newLine(p0.tag, p1.tag) l1.nDiv = 10
for p in newPnts:
pntTags.append(p.tag)
pFace = surfaces.newPolygonalFacePts(pntTags)
return pFace
p1 = geom.Pos3d(-1.5950, -2.0450, 0)
p2 = geom.Pos3d(-1.4376, -2.0450, 0)
p3 = geom.Pos3d(-1.4376, -1.8140, 0)
p4 = geom.Pos3d(-1.5290, -1.7734, 0)
p5 = geom.Pos3d(-1.5950, -1.7734, 0)
bolts = list()
boltDiameter = 0.016
bolts.append(
ASTM_materials.BoltFastener(diameter=boltDiameter,
pos3d=geom.Pos3d(-1.4909, -1.8724, 0.0)))
bolts.append(
ASTM_materials.BoltFastener(diameter=boltDiameter,
pos3d=geom.Pos3d(-1.4706, -1.8267, 0.0)))
bolts.append(
ASTM_materials.BoltFastener(diameter=boltDiameter,
pos3d=geom.Pos3d(-1.5163, -1.8064, 0.0)))
bolts.append(
ASTM_materials.BoltFastener(diameter=boltDiameter,
pos3d=geom.Pos3d(-1.5366, -1.8521, 0.0)))
# Test paving routine inside XC modeler.
## Problem type
feProblem = xc.FEProblem()
preprocessor = feProblem.getPreprocessor
__author__= "Ana Ortega (AO_O) and Luis C. Pérez Tato (LCPT)" __copyright__= "Copyright 2020, AO_O and LCPT" __license__= "GPL" __version__= "3.0" __email__= " [email protected], [email protected]" from materials.astm_aisc import ASTM_materials in2m= 0.0254 MPa2ksi= 0.145038 kN2kips= 0.2248 kNm2kipsft= 0.737562121169657 m2Toin2= 1.0/in2m**2 steel= ASTM_materials.A500 hss= ASTM_materials.HSSShape(steel,'HSS8X8X3/16') connection= ASTM_materials.MemberConnection(L= 3.5052) member= ASTM_materials.MemberWithEndConnections(hss,connection) Pd= -258.9561299844e3 k= member.connection.getEffectiveBucklingLengthCoefficientRecommended() lambda_r= member.shape.getLambdaRCompression() bClassification= member.shape.getBClassification() hClassification= member.shape.getHClassification() h_eff= member.shape.getReducedEffectiveH() b_eff= member.shape.getReducedEffectiveB() A_eff= member.shape.getEffectiveArea() sr= member.getSlendernessRatio() Fe= member.getElasticBucklingStress() Fcr= member.getCriticalStress() Pn= member.getNominalCompressiveStrength()
from __future__ import division
from __future__ import print_function
''' Steel bolts according to AISC 360-16 verification test.
Based on the:
Example – Design of a Bolted Tension Bearing-Type Connection
of the course:
Design of Bolts in Shear-BearingConnections per AISC LRFD 3rdEdition (2001)
'''
in2m = 25.4e-3
kip2N = 4448.2216
import math
from materials.astm_aisc import ASTM_materials
bolt = ASTM_materials.BoltFastener(0.75 * in2m,
steelType=ASTM_materials.A325) # group A
boltArray = ASTM_materials.BoltArray(bolt, nRows=2, nCols=2)
boltedPlate = ASTM_materials.BoltedPlate(boltArray,
thickness=20e-3,
steelType=ASTM_materials.A36)
Pd = 121.6 * kip2N
CFShear = boltArray.getDesignShearEfficiency(Pd, doubleShear=True)
CFCenterDist = boltArray.checkDistanceBetweenCenters()
CFthickness = boltedPlate.checkThickness(Pd)
minPlateWidth = boltedPlate.getMinWidth()
ratio1 = abs(CFShear - 0.85024866348) / 0.85024866348
ratio2 = abs(CFCenterDist - 0.762) / 0.762
ratio3 = abs(CFthickness - 0.867667222586) / 0.867667222586
'''
print('Pd= ', Pd/1e3, 'kN')
from materials.astm_aisc import ASTM_materials
in2m = 25.4e-3
kip2N = 4448.2216
psi2Pa = 6894.757
# Concrete
fc = 4000 * psi2Pa
# Loads
Nua = 40 * kip2N # Factored axial load.
# Bolt
AB105 = ASTM_materials.F1554gr105
anchor = ASTM_materials.AnchorBolt(name='ExampleA4',
steel=AB105,
diameter=1.125 * in2m)
h_ef = 17.57 * in2m
d = anchor.diameter
Ase = anchor.getTensionEffectiveCrossSectionalArea()
ratio1 = abs(Ase - 492.433431069e-6) / 492.433431069e-6
Nsa = anchor.getNominalTensileStrength()
ratio2 = abs(Nsa - 424.477617581e3) / 424.477617581e3
# Concrete breakout strenght calculated using
# equation (D-8) instead of (D-7) see note
# in the example.
Ncb = anchor.getNominalConcreteBreakoutStrength(h_ef, fc)
ratio3 = abs(Ncb - 534.510669747e3) / 534.510669747
# Concrete pullout strength.
Np = anchor.getNominalPulloutStrength(fc)
kip2kN = 1.0 / kN2kips foot2meter = 0.3048 m2Toin2 = 1.0 / inch2meter**2 # Problem type steelBeam = xc.FEProblem() steelBeam.title = 'Example F.6' preprocessor = steelBeam.getPreprocessor nodes = preprocessor.getNodeHandler #Materials ## Steel material steel = ASTM_materials.A500 steel.gammaM = 1.00 ## Profile geometry shape = ASTM_materials.HSSShape(steel, 'HSS3-1/2X3-1/2X1/8') xcSection = shape.defElasticShearSection2d(preprocessor) # Model geometry ## Points. span = 7.0 * foot2meter + 6.0 * inch2meter pointHandler = preprocessor.getMultiBlockTopology.getPoints p0 = pointHandler.newPntFromPos3d(geom.Pos3d(0.0, 0.0, 0.0)) p1 = pointHandler.newPntFromPos3d(geom.Pos3d(span, 0.0, 0.0)) ## Lines lineHandler = preprocessor.getMultiBlockTopology.getLines l1 = lineHandler.newLine(p0.tag, p1.tag) l1.nDiv = 10
from actions import combinations as combs from solution import predefined_solutions # from postprocess import output_handler # Problem type steelColumn = xc.FEProblem() steelColumn.title = 'AISC 360-16 benchmark problem Case 1 (3D PDelta formulation)' preprocessor = steelColumn.getPreprocessor nodes = preprocessor.getNodeHandler #Materials ## Steel material steel = ASTM_materials.A992 steel.gammaM = 1.00 ## Profile geometry shape = ASTM_materials.WShape(steel, 'W14X48') xcSection = shape.defElasticShearSection3d(preprocessor) # Model geometry ## Points. height = 8.53 pointHandler = preprocessor.getMultiBlockTopology.getPoints p0 = pointHandler.newPntFromPos3d(geom.Pos3d(0.0, 0.0, 0.0)) p1 = pointHandler.newPntFromPos3d(geom.Pos3d(0.0, 0.0, height)) ## Lines lineHandler = preprocessor.getMultiBlockTopology.getLines l1 = lineHandler.newLine(p0.tag, p1.tag) l1.nDiv = 6
# -*- coding: utf-8 -*-
''' Test based on example II.A-17 SINGLE-PLATE CONNECTION (CONVENTIONAL
– BEAM-TO-COLUMN FLANGE) from the document: Design examples version 14.0.
American Institute of Steel Construction. 2011
'''
from __future__ import division
from __future__ import print_function
in2m = 25.4e-3
kip2N = 4448.2216
import xc_base
import geom
from materials.astm_aisc import ASTM_materials
bolt = ASTM_materials.BoltFastener(0.75 * in2m,
steelType=ASTM_materials.A325) # group A
boltArray = ASTM_materials.BoltArray(bolt, nRows=4, nCols=1, dist=3 * in2m)
eccentr = (4.5 / 2.0 - 1.25) * in2m
finPlate = ASTM_materials.FinPlate(boltArray,
width=11.5 * in2m,
length=4.5 * in2m,
thickness=0.25 * in2m,
steelType=ASTM_materials.A36,
eccentricity=geom.Vector2d(eccentr, 0.0))
Rd = 49.6 * kip2N
## Check bolt strength
CFShear = boltArray.getDesignShearEfficiency(Rd, doubleShear=False)
loadDir = geom.Vector2d(0.0, -1.0)
CF = finPlate.getDesignEfficiency(geom.Vector2d(0.0, -Rd), Ubs=1.0)
kip2kN = 1.0 / kN2kips foot2meter = 0.3048 m2Toin2 = 1.0 / inch2meter**2 # Problem type steelBeam = xc.FEProblem() steelBeam.title = 'Example F.7B' preprocessor = steelBeam.getPreprocessor nodes = preprocessor.getNodeHandler #Materials ## Steel material steel = ASTM_materials.A500 steel.gammaM = 1.00 ## Profile geometry shape = ASTM_materials.HSSShape(steel, 'HSS10X6X3/16') xcSection = shape.defElasticShearSection2d(preprocessor) # Model geometry ## Points. span = 21.0 * foot2meter pointHandler = preprocessor.getMultiBlockTopology.getPoints p0 = pointHandler.newPntFromPos3d(geom.Pos3d(0.0, 0.0, 0.0)) p1 = pointHandler.newPntFromPos3d(geom.Pos3d(span, 0.0, 0.0)) ## Lines lineHandler = preprocessor.getMultiBlockTopology.getLines l1 = lineHandler.newLine(p0.tag, p1.tag) l1.nDiv = 10
of the course:
Design of Bolts in Shear-BearingConnections per AISC LRFD 3rdEdition (2001)
'''
__author__ = "Luis C. Pérez Tato (LCPT) and Ana Ortega (AOO)"
__copyright__ = "Copyright 2020, LCPT and AOO"
__license__ = "GPL"
__version__ = "3.0"
__email__ = "*****@*****.**"
in2m = 25.4e-3
kip2N = 4448.2216
import math
from materials.astm_aisc import ASTM_materials
bolt = ASTM_materials.BoltFastener(0.75 * in2m,
steelType=ASTM_materials.A325) # group A
designShearStrength = 2.0 * bolt.getDesignShearStrength() # double shear
designShearStrengthRef = 159.042810002e3 #31.8*kip2N
ratio1 = abs(designShearStrength -
designShearStrengthRef) / designShearStrengthRef
Pd = 121.6 * kip2N
n = math.ceil(Pd / designShearStrength)
centersDist = bolt.getRecommendedDistanceBetweenCenters()
minEdgeDist = bolt.getMinimumEdgeDistance()
minWidth = 2.0 * minEdgeDist + centersDist
netWidth = minWidth - 2.0 * bolt.getNominalHoleDiameter()
# Yielding in the gross section.
minThicknessA = Pd / 0.9 / ASTM_materials.A36.fy / minWidth
# Tension fracture in the net section.
minThicknessB = Pd / 0.75 / ASTM_materials.A36.fu / netWidth
def getLegMaxSize(self):
''' Return the maximum leg size of the weld.'''
t1 = self.memberToWeld.getProp('thickness')
t2 = self.face.getProp('thickness')
return ASTM_materials.getFilletWeldMaximumLegSheets(t1, t2)
from model import predefined_spaces from actions import load_cases from solution import predefined_solutions # Problem type steelBeam = xc.FEProblem() steelBeam.title = 'Self weight test' preprocessor = steelBeam.getPreprocessor nodes = preprocessor.getNodeHandler #Materials ## Steel material steel = ASTM_materials.A992 steel.gammaM = 1.00 ## Profile geometry shape = ASTM_materials.WShape(steel, 'W18X50') xcSection = shape.defElasticShearSection3d(preprocessor) # Model geometry ## Points. span = 10.0 pointHandler = preprocessor.getMultiBlockTopology.getPoints p0 = pointHandler.newPntFromPos3d(geom.Pos3d(0.0, 0.0, 0.0)) p1 = pointHandler.newPntFromPos3d(geom.Pos3d(span, 0.0, 0.0)) ## Lines lineHandler = preprocessor.getMultiBlockTopology.getLines l1 = lineHandler.newLine(p0.tag, p1.tag) l1.nDiv = 2
kip2kN = 1.0 / kN2kips foot2meter = 0.3048 m2Toin2 = 1.0 / inch2meter**2 # Problem type steelBeam = xc.FEProblem() steelBeam.title = 'Example F.5' preprocessor = steelBeam.getPreprocessor nodes = preprocessor.getNodeHandler #Materials ## Steel material steel = ASTM_materials.A992 steel.gammaM = 1.00 ## Profile geometry shape = ASTM_materials.WShape(steel, 'W12X58') xcSection = shape.defElasticShearSection2d(preprocessor, majorAxis=False) # Model geometry ## Points. span = 15.0 * foot2meter pointHandler = preprocessor.getMultiBlockTopology.getPoints p0 = pointHandler.newPntFromPos3d(geom.Pos3d(0.0, 0.0, 0.0)) p1 = pointHandler.newPntFromPos3d(geom.Pos3d(span, 0.0, 0.0)) ## Lines lineHandler = preprocessor.getMultiBlockTopology.getLines l1 = lineHandler.newLine(p0.tag, p1.tag) l1.nDiv = 10
__author__ = "Ana Ortega (AO_O) and Luis C. Pérez Tato (LCPT)" __copyright__ = "Copyright 2020, AO_O and LCPT" __license__ = "GPL" __version__ = "3.0" __email__ = " [email protected], [email protected]" from materials.astm_aisc import ASTM_materials in2m = 0.0254 MPa2ksi = 0.145038 kN2kips = 0.2248 kNm2kipsft = 0.737562121169657 m2Toin2 = 1.0 / in2m**2 steel = ASTM_materials.A500 shape = ASTM_materials.HSSShape(steel, 'HSS8X8X3/16') # Effective section (AISC-360-16 section F7). Ieff = shape.getEffectiveInertia(majorAxis=True) IeffRef = 2.12077901769e-05 Seff = shape.getEffectiveSectionModulus(majorAxis=True) SeffRef = 0.000200922945777 ## Flange local buckling (F7.2) Mn = shape.getFlangeLocalBucklingLimit(majorAxis=True) MnRef = 63.2907279198e3 ratio1 = abs(Ieff - IeffRef) / IeffRef ratio2 = abs(Seff - SeffRef) / SeffRef ratio3 = abs(Mn - MnRef) / MnRef ''' print('Fy= ', steel.fy/1e6,' MPa (',steel.fy/1e6*MPa2ksi,' ksi)')
newPnts.append(points.newPntFromPos3d(v))
pntTags= list()
for p in newPnts:
pntTags.append(p.tag)
pFace= surfaces.newPolygonalFacePts(pntTags)
return pFace
p1= geom.Pos3d(-1.595,-1.4046,0)
p2= geom.Pos3d(-1.4376,-0.7453,0)
p3= geom.Pos3d(-1.529,-0.7047,0)
p4= geom.Pos3d(-1.595,-0.7527,0)
bolts= list()
boltDiameter= 0.016
bolts.append(ASTM_materials.BoltFastener(diameter= boltDiameter, pos3d= geom.Pos3d(-1.4909,-0.8037,0.0)))
bolts.append(ASTM_materials.BoltFastener(diameter= boltDiameter, pos3d= geom.Pos3d(-1.4706,-0.7580,0.0)))
bolts.append(ASTM_materials.BoltFastener(diameter= boltDiameter, pos3d= geom.Pos3d(-1.5163,-0.7377,0.0)))
bolts.append(ASTM_materials.BoltFastener(diameter= boltDiameter, pos3d= geom.Pos3d(-1.5366,-0.7834,0.0)))
## Problem type
feProblem= xc.FEProblem()
preprocessor= feProblem.getPreprocessor
nodes= preprocessor.getNodeHandler
modelSpace= predefined_spaces.StructuralMechanics3D(nodes)
### Define k-points.
points= modelSpace.getPointHandler()
#### Exterior contour
kip2N = kip2kN * 1e3 foot2meter = 0.3048 m2Toin2 = 1.0 / inch2meter**2 # Problem type steelBeam = xc.FEProblem() steelBeam.title = 'Example G.4' preprocessor = steelBeam.getPreprocessor nodes = preprocessor.getNodeHandler #Materials ## Steel material steel = ASTM_materials.A500 steel.gammaM = 1.00 ## Profile geometry shape = ASTM_materials.HSSShape(steel, 'HSS6X4X3/8') xcSection = shape.defElasticShearSection2d(preprocessor) # Model geometry ## Points. span = 35.0 * foot2meter pointHandler = preprocessor.getMultiBlockTopology.getPoints p0 = pointHandler.newPntFromPos3d(geom.Pos3d(0.0, 0.0, 0.0)) p1 = pointHandler.newPntFromPos3d(geom.Pos3d(span, 0.0, 0.0)) ## Lines lineHandler = preprocessor.getMultiBlockTopology.getLines l1 = lineHandler.newLine(p0.tag, p1.tag) l1.nDiv = 10
import matplotlib.pyplot as plt
from model import predefined_spaces
from materials import typical_materials
from materials.astm_aisc import ASTM_materials
from helper_funcs import getHoleAsPolygonalSurface
#from postprocess import output_handler
p1 = geom.Pos3d(-1.82, -1.82, 0)
p2 = geom.Pos3d(-2.27, -1.82, 0)
p3 = geom.Pos3d(-2.27, -2.27, 0)
p4 = geom.Pos3d(-1.82, -2.27, 0)
bolts = list()
bolts.append(
ASTM_materials.BoltFastener(diameter=.0452,
pos3d=geom.Pos3d(-2.115, -2.115, 0.0)))
bolts.append(
ASTM_materials.BoltFastener(diameter=.0452,
pos3d=geom.Pos3d(-2.115, -1.975, 0.0)))
bolts.append(
ASTM_materials.BoltFastener(diameter=.0452,
pos3d=geom.Pos3d(-1.975, -1.975, 0.0)))
bolts.append(
ASTM_materials.BoltFastener(diameter=.0452,
pos3d=geom.Pos3d(-1.975, -2.115, 0.0)))
## Problem type
feProblem = xc.FEProblem()
preprocessor = feProblem.getPreprocessor
nodes = preprocessor.getNodeHandler
T= -60*kip2N*in2m # service load torque (60 kip-in) FEcase= xc.FEProblem() preprocessor=FEcase.getPreprocessor prep=preprocessor #short name nodes= prep.getNodeHandler elements= prep.getElementHandler elements.dimElem= 3 modelSpace= predefined_spaces.StructuralMechanics3D(nodes) #Defines the grid=gm.GridModel(prep,xList=[0,L/2,L],yList=[0],zList=[0]) grid.generatePoints() steel_W=astm.A992 #steel W shapes beam=grid.genLinOneXYZRegion([(0,0,0),(L,0,0)],'beam') beam_mat= astm.HSSShape(steel_W,'HSS10X6X1/2') beam_mat.defElasticShearSection3d(prep) beam_mesh= fem.LinSetToMesh(linSet=beam,matSect=beam_mat,elemSize=0.25,vDirLAxZ=xc.Vector([0,1,0]), elemType='ElasticBeam3d') beam_mesh.generateMesh(prep) J= beam_mat.J() Jcomp= 176/(m2in**4) ratio0= abs(J-Jcomp)/Jcomp G= steel_W.G() Gcomp= 11200.0/Pa2ksi ratio1= abs(G-Gcomp)/Gcomp #boundary conditions extr1= grid.getPntXYZ((0,0,0))
__author__ = "Ana Ortega (AO_O) and Luis C. Pérez Tato (LCPT)" __copyright__ = "Copyright 2020, AO_O and LCPT" __license__ = "GPL" __version__ = "3.0" __email__ = " [email protected], [email protected]" from materials.astm_aisc import ASTM_materials in2m = 0.0254 MPa2ksi = 0.145038 kN2kips = 0.2248 m2Toin2 = 1.0 / in2m**2 steel = ASTM_materials.A500 hss = ASTM_materials.HSSShape(steel, 'HSS12X8X3/16') connection = ASTM_materials.MemberConnection(L=30 * 0.3048, rotI='fixed', transI='fixed', rotJ='free', transJ='fixed') member = ASTM_materials.ConnectedMember(hss, connection) k = member.connection.getEffectiveBucklingLengthCoefficientRecommended() lambda_r = member.shape.getLambdaRCompression() bClassification = member.shape.getBClassification() hClassification = member.shape.getHClassification() h_eff = member.shape.getReducedEffectiveH() b_eff = member.shape.getReducedEffectiveB() A_eff = member.shape.getEffectiveArea() sr = member.getSlendernessRatio()
from materials.astm_aisc import AISC_limit_state_checking as aisc
inch2meter= 0.0254
MPa2ksi= 0.145038
kN2kips= 0.2248
N2kips= 0.2248e-3
kip2kN= 1.0/kN2kips
foot2meter= 0.3048
m2Toin2= 1.0/inch2meter**2
#Materials
## Steel material
steel= ASTM_materials.A500
steel.gammaM= 1.00
## Shape geometry
shape= ASTM_materials.HSSShape(steel,'HSS12X10X3/8')
## Steel column
column= aisc.Member('column', shape,20.0*foot2meter, kx= 0.8, ky= 0.8, kz= 0.8)
## Load.
Pd= 510*kip2kN
## Compressive strength
Pu= column.getDesignCompressiveStrength()
PuRef= 2309144.43171 #518*kip2kN*1e3
ratio= abs(Pu-PuRef)/PuRef
'''
print('Pd= ',Pd/1e3,' kN / (',Pd*N2kips,'kips)')
print('Pu= ',Pu/1e3,' kN / (',Pu*N2kips,'kips)')
print('PuRef= ',PuRef/1e3,' kN / (',PuRef*N2kips,'kips)')
__license__= "GPL"
__version__= "3.0"
__email__= "*****@*****.**"
# Testing hinge development in a cantilever.
from materials.astm_aisc import ASTM_materials
from materials.sections.structural_shapes import aisc_metric_shapes
#Materials
## Steel material
steel= ASTM_materials.A572
steel.gammaM= 1.00
## Profile geometry (the example on the book says W690X170 but uses
## the values of an W690X140).
shape= ASTM_materials.WShape(steel,aisc_metric_shapes.getUSLabel('W690X140'))
## Probable plastic moment at plastic hinge according
## to clause 2.4.3 of AISC-358.
Mpr= shape.getProbableMaxMomentAtPlasticHinge(majorAxis= True)
ratio1= abs(Mpr-1989e3)/1989e3
## Force in the flanges (conservative value).
leverArm= shape.h()
F_flange= Mpr/leverArm
ratio2= abs(F_flange-2908e3)/2908e3
## Maximum bolt diameter.
db= shape.getFlangeMaximumBoltDiameter()
tmpBolt= ASTM_materials.getBoltForHole(db)
ratio3= (tmpBolt.getName()=='M24')
