from __future__ import division
from __future__ import print_function
import math
from materials.awc_nds import specific_gravity as sg
from materials.awc_nds import dowel_type_fasteners as fasteners
from materials.awc_nds import AWCNDS_materials as mat
fastener = fasteners.WoodScrew(diameter=0.19 * mat.in2meter,
length=6.0 * mat.in2meter,
headDiameter=0.363 * mat.in2meter,
rootDiameter=0.152 * mat.in2meter,
bendingYieldStrength=80e3 * mat.psi2Pa)
# There is an error in the example the Fe values correspond
# to a G= 0.55 NOT to a G= 0.5
mainMemberWood = mat.Wood('Fake Douglas Fir-Larch', specificGravity=0.55)
sideMemberWood = mat.Wood('Fake Structural Composite Lumber',
specificGravity=0.55)
Fem = mainMemberWood.getDowelBearingStrength(fastener.D, theta=0.0)
Fes = sideMemberWood.getDowelBearingStrength(fastener.D, theta=0.0)
Fyb = fastener.Fyb
mainMemberThickness = 3.0 * mat.in2meter
sideMemberThickness = 1.5 * mat.in2meter
mainMemberDowelBearingLength = mainMemberThickness
sideMemberDowelBearingLength = fastener.L - mainMemberDowelBearingLength - sideMemberThickness - fastener.tip / 2.0
pMin = fastener.getMinPenetration()
Rd = fastener.getReductionTerm(theta=0.0, yieldMode='Im')
k3 = fastener.getK3(mainMemberWood,
__license__ = "GPL"
__version__ = "3.0"
__email__ = "*****@*****.**"
inch2meter = 0.0254
pound2Newton = 4.4482216282509
foot2meter = 0.3048
span = 16 * foot2meter
designLoad = 77.3 * pound2Newton / foot2meter # Design load
designMoment = designLoad * span**2 / 8.0
wood = dimensional_lumber.SouthernPineWood(name='SouthernPine',
grade='no_2',
sub_grade='')
joist = mat.DimensionLumberSection(name='2x10', woodMaterial=wood)
S = joist.Wzel() # Section modulus
I = joist.Iz() # Moment of inertia
fb = designMoment / S # Bendign stress
Fb = joist.getFb()
E = joist.wood.E
Fv = joist.wood.Fv
beam = sb.SimpleBeam(E, I, span)
delta = beam.getDeflectionUnderUniformLoad(designLoad, beam.l / 2.0)
ratio1 = (Fb - 5.5e6) / 5.5e6
ratio2 = (Fv - 1.2e6) / 1.2e6
ratio3 = (delta - 20.8425973321e-3) / 20.8425973321e-3
'''
joistSection = sp.RectangularSection('joistSection', 1.5 * 0.0254,
7.25 * 0.0254)
Ss = joistSection.getElasticSectionModulusZ()
SsRef = 13.14 * 0.0254**3
ratio1 = (Ss - SsRef) / SsRef
Is = joistSection.Iz()
IsRef = 47.63 * 0.0254**4
ratio2 = (Is - IsRef) / IsRef
# Tabulated design values
Fb = 975 * 6894.76 # Bending stress (Pa)
E = 1.5e6 * 6894.76 # Modulus of elasticity (Pa)
Fv = 75 * 6894.76 # Shear stress (Pa)
FcT = 405 * 6894.76
CD = mat.getLoadDurationFactor(10)
ratio3 = (CD - 1.0)
Cr = 1.15 # Repetitive member factor (AWC-NDS2018 supplement table 4F)
CF = 1.2 # Size factor (AWC-NDS2018 supplement table 4F)
CH = 2.0 # Horizontal shear factor
CL = 1.0 # Continuous lateral support. NDS clause 3.3.3
Cb = 1.0 # Bearing area factor. NDS clause 3.10.4
Fb_adj = Fb * Cr * CF * CD * CL
Fb_adjRef = 1345 * 6.89476e3
ratio4 = (Fb_adj - Fb_adjRef) / Fb_adjRef
FcT_adj = FcT * Cb
FcT_adjRef = 405 * 6.89476e3
ratio5 = (FcT_adj - FcT_adjRef) / FcT_adjRef
As = joistSection.A()
__email__ = "[email protected], [email protected] " from materials.sections import section_properties from materials.awc_nds import AWCNDS_materials from materials.awc_nds import dimensional_lumber inchToMeter = 2.54 / 100.0 footToMeter = .3048 psiToPa = 6894.76 # Materials # Douglas Fir-Larch Select structural. wood = dimensional_lumber.DouglasFirLarchWood(grade='structural') beamSection = AWCNDS_materials.CustomLumberSection("DouglasFirLarch", b=3.5 * inchToMeter, h=15.25 * inchToMeter, woodMaterial=wood) length = 20.0 * footToMeter beam = AWCNDS_materials.BeamMember(unbracedLength=length, section=beamSection) Fb = beam.section.wood.Fb E = beam.section.wood.E Emin = beam.section.wood.Emin Fct = beam.section.wood.Fct Fv = beam.section.wood.Fv CD = 1.0 # Duration factor. Cfu = 1.0 CM = 1.0 Cr = 1.0 CT = 1.0
# Loads
from actions import load_cases as lcm
from actions import combinations as combs
# Problem type
sheathingBeam= xc.FEProblem()
sheathingBeam.title= 'Sheating design'
preprocessor= sheathingBeam.getPreprocessor
nodes= preprocessor.getNodeHandler
modelSpace= predefined_spaces.StructuralMechanics2D(nodes)
# Materials
# Mechanical properties taken from:
# http://www.pfsteco.com/techtips/pdf/tt_plywooddesigncapacities
structuralPanelGeom= AWCNDS_materials.PlywoodPanel('TECO 32/16', b=1.0, h= 0.594*0.0254, shear_constant= 3)
plywood= typical_materials.MaterialData(name='TECO 32/16',E=4161501119.15,nu=0.2,rho=500)
section= structuralPanelGeom.defElasticShearSection2d(preprocessor,plywood)
EI= section.sectionProperties.EI()
EIRef= 126500*4.44822*(0.0254)**2/0.3048
ratio0= abs((EI-EIRef)/EIRef)
thickness= structuralPanelGeom.h
deflectionSpan= (32-1.5+0.25)*0.0254
internalForcesSpan= 32*0.0254 # 32
span= internalForcesSpan
pointHandler= preprocessor.getMultiBlockTopology.getPoints
pt1= pointHandler.newPntFromPos3d(geom.Pos3d(0.0,0.0,0.0))
pt2= pointHandler.newPntFromPos3d(geom.Pos3d(span,0.0,0.0))
# -*- coding: utf-8 -*-
''' Example E2.4 Single Wood Screw Lateral Design Value - Double Shear
Wood-to-wood Connection from "STRUCTURAL WOOD DESIGN SOLVED EXAMPLE
PROBLEMS" of the American Wood Council.'''
from __future__ import division
from __future__ import print_function
import math
from materials.awc_nds import specific_gravity as sg
from materials.awc_nds import dowel_type_fasteners as fasteners
from materials.awc_nds import AWCNDS_materials as mat
fastener = fasteners.Nail(diameter=0.148 * mat.in2meter,
length=3.0 * mat.in2meter)
mainMemberWood = mat.Wood('3xDouglas Fir-Larch', specificGravity=0.5)
sideMemberWood = mat.Wood('1xDouglas Fir-Larch', specificGravity=0.5)
Fem = mainMemberWood.getDowelBearingStrength(fastener.D, theta=0.0)
Fes = sideMemberWood.getDowelBearingStrength(fastener.D, theta=0.0)
Fyb = fastener.Fyb
mainMemberThickness = 2.50 * mat.in2meter
sideMemberThickness = 0.75 * mat.in2meter
sideMemberDowelBearingLength = sideMemberThickness
mainMemberDowelBearingLength = fastener.L - sideMemberThickness
pMin = fastener.getMinPenetration()
Rd = fastener.getReductionTerm(theta=0.0, yieldMode='Im')
k3 = fastener.getK3(mainMemberWood,
sideMemberWood,
from materials.awc_nds import AWCNDS_materials as mat from AWCNDS_materials import in2meter from AWCNDS_materials import pound2N from AWCNDS_materials import foot2meter from AWCNDS_materials import pound2kg __author__ = "Luis C. Pérez Tato (LCPT) , Ana Ortega (AO_O) " __copyright__ = "Copyright 2020, LCPT, AO_O" __license__ = "GPL" __version__ = "3.0" __email__ = "[email protected], [email protected] " PlywoodPanelSections = dict() PlywoodPanelSections['3/8'] = mat.PlywoodPanelSection( '3/8', b=1.0, h=0.375 * in2meter, shear_constant=3.00 ) #, 'CrossSectionalArea':4.500, 'MomentOfInertia':0.053, 'SectionModulus':0.281, 'StaticalMoment':0.211 PlywoodPanelSections['7/16'] = mat.PlywoodPanelSection( '7/16', b=1.0, h=0.437 * in2meter, shear_constant=3.50 ) #, 'CrossSectionalArea':5.250, 'MomentOfInertia':0.084, 'SectionModulus':0.383, 'StaticalMoment':0.287 PlywoodPanelSections['15/32'] = mat.PlywoodPanelSection( '15/32', b=1.0, h=0.469 * in2meter, shear_constant=3.75 ) #, 'CrossSectionalArea':5.625, 'MomentOfInertia':0.103, 'SectionModulus':0.440, 'StaticalMoment':0.330 PlywoodPanelSections['1/2'] = mat.PlywoodPanelSection( '1/2', b=1.0, h=0.500 * in2meter, shear_constant=4.00 ) #, 'CrossSectionalArea':6.000, 'MomentOfInertia':0.125, 'SectionModulus':0.500, 'StaticalMoment':0.375 PlywoodPanelSections['19/32'] = mat.PlywoodPanelSection( '19/32', b=1.0, h=0.594 * in2meter, shear_constant=4.75 ) #, 'CrossSectionalArea':7.125, 'MomentOfInertia':0.209, 'SectionModulus':0.705, 'StaticalMoment':0.529 PlywoodPanelSections['5/8'] = mat.PlywoodPanelSection( '5/8', b=1.0, h=0.625 * in2meter, shear_constant=5.00
l.setProp('webOrientation', -kVector)
l.setElemSize(elementLength)
## Template coordinate transformation.
linCT = preprocessor.getTransfCooHandler.newLinearCrdTransf3d('linCT')
linCT.xzVector = xc.Vector([1.0, 0, 0])
# Materials
shortBeamsSection = structural_panels.LVLHeaderSections['1.75x11-7/8']
beamsSection = structural_panels.LVLHeaderSections['5.25x11-7/8']
longBeamsSection = structural_panels.LVLHeaderSections['7x11-7/8'] #'3.5x18']
longJoistsSection = pr_400_i_joists.pr400_i_joists['PRI-20_241']
joistsWood = dl.SouthernPineWood(name='SouthernPine',
grade='no_2',
sub_grade='')
joistsSection = AWCNDS_materials.DimensionLumberSection(
name='2x8', woodMaterial=joistsWood)
# Mesh generation.
seedElemHandler = preprocessor.getElementHandler.seedElemHandler
seedElemHandler.defaultTransformation = "linCT"
def createMesh(xcSet, section):
xcSection = section.defElasticShearSection3d(preprocessor)
seedElemHandler.defaultMaterial = section.name
for l in xcSet.getLines:
vDir = l.getProp('webOrientation')
l.setProp('crossSection', section)
linCT.xzVector = xc.Vector([vDir.x, vDir.y, vDir.z])
elem = seedElemHandler.newElement("ElasticBeam3d", xc.ID([0, 0]))
__version__ = "3.0"
__email__ = "*****@*****.**"
inch2meter = 0.0254
pound2Newton = 4.4482216282509
foot2meter = 0.3048
span = 16 * foot2meter
designLoad = 77.3 * pound2Newton / foot2meter # Design load
designMoment = designLoad * span**2 / 8.0
wood = dimensional_lumber.SouthernPineWood(name='SouthernPine',
grade='no_2',
sub_grade='')
joist = mat.DimensionLumber(name='2x10',
b=1.5 * inch2meter,
h=9.25 * inch2meter,
woodMaterial=wood)
S = joist.Wzel() # Section modulus
I = joist.Iz() # Moment of inertia
fb = designMoment / S # Bendign stress
Fb = joist.getFb()
E = joist.wood.E
Fv = joist.wood.Fv
beam = sb.SimpleBeam(E, I, span)
delta = beam.getDeflectionUnderUniformLoad(designLoad, beam.l / 2.0)
ratio1 = (Fb - 5.50088235294e6) / 5.50088235294e6
ratio2 = (Fv - 1.2e6) / 1.2e6
ratio3 = (delta - 20.801166868e-3) / 20.801166868e-3
the technical report no. 10 (Calculating the Fire Resistance of
Wood Members and Assemblies) of the American Wood Council
. July 2018.'''
from __future__ import division
from __future__ import print_function
from materials.awc_nds import AWCNDS_materials as mat
from materials.sections import section_properties as sp
__author__ = "Luis Claudio Pérez Tato (LCPT"
__copyright__ = "Copyright 2015, LCPT"
__license__ = "GPL"
__version__ = "3.0"
__email__ = "*****@*****.**"
CD = mat.getLoadDurationFactor(10)
CM = mat.getWetServiceFactor('Fb', 5)
Ct = mat.getTemperatureFactor('Fb', 'dry', mat.convertToFahrenheit(25))
KF = mat.getFormatConversionFactor('Fb')
phi = mat.getResistanceFactor('Fb')
L = 18 * 0.3048
b = 6.75 * 0.0254
h = 13.5 * 0.0254
CV = mat.getVolumeFactor(L, b, h)
ratio = (CD - 1.0)**2
ratio += (Ct - 1.0)**2
ratio += (CM - 1.0)**2
ratio += (KF - 2.54)**2
ratio += (phi - 0.85)**2
ratio += (CV - 0.98)**2