def getVR(self,concrete,Nd,Md,b,thickness):
'''Return the shear resistance of the (b x thickness) rectangular section.
:param concrete: concrete material.
:param Nd: design axial force.
:param Md: design bending moment.
:param b: width of the rectangular section.
:param thickness: height of the rectangular section.
'''
return SIA262_limit_state_checking.VuNoShearRebars(concrete,self.steel,Nd,Md,self.getAs(),b,self.d(thickness))
__email__ = "*****@*****.**"
beton = SIA262_materials.c25_30
acier = SIA262_materials.B500A
acier.gammaS = 1.15 #EC2 takes 500/435
Dmax = 32e-3
b = 1.0
d = 0.74
h = 0.8
Vd = 0.371e6
Md = 0.552e6
Nd = 0
rho = 0.33e-2
As = rho * h
VRd = SIA262_limit_state_checking.VuNoShearRebars(beton, acier, Nd, Md, As, b,
d)
ratio1 = abs(VRd - 340.143003064e3) / 340.143003064e3
'''
print("rho= ", rho, " m")
print("As= ", As*1e4, " cm2")
print("VRd= ", VRd/1e3, " kN")
print("ratio1= ", ratio1)
'''
import os
from misc_utils import log_messages as lmsg
fname = os.path.basename(__file__)
if (abs(ratio1) < 1e-11):
print("test ", fname, ": ok.")
else:
lmsg.error(fname + ' ERROR.')
MdVdMax = Md
aVdMax = a
xVdMax = x
print 'aMdMax= ', aMdMax, ' xMdMax= ', xMdMax, ' MdMax= ', MdMax / 1e3, ' kN m/m VdMdMax= ', VMdMax / 1e3, ' kN m/m'
print 'aVdMax= ', aVdMax, ' xVdMax= ', xVdMax, ' VdMax= ', VdMax / 1e3, ' kN/m MVdMax= ', MVdMax / 1e3, ' kN m/m'
# fig = pyplot.figure()
# ax = Axes3D(fig)
# ax.scatter(sequence_containing_x_vals, sequence_containing_y_vals, sequence_containing_z_vals)
# pyplot.show()
#Reinforcement
from materials.sia262 import SIA262_materials
from materials.sia262 import SIA262_limit_state_checking
concrete = SIA262_materials.c50_60
reinfSteel = SIA262_materials.B500A
b = 1.0
d = 0.8 * 0.25
As = ng_simple_bending_reinforcement.AsSimpleBending(MdMax, -concrete.fcd(),
reinfSteel.fyd(), b, d)
print 'Bending As= ', As * 1e6, ' mm2'
VRd = SIA262_limit_state_checking.VuNoShearRebars(concrete, reinfSteel, 0.0,
MVdMax, As, b, d)
print 'Situation Accidentelle VRd= ', VRd / 1e3, ' kN VdMax= ', VdMax / 1.35e3, ' kN'
VdMax = max(Vd, Va)
print 'Vd= ', Vd / 1e3, ' kN/m MVRd= ', MVRd / 1e3, ' kN m/m Va= ', Va / 1e3, 'kN/m VdMax= ', VdMax / 1e3, ' kN/m'
#Reinforcement
from materials.sia262 import SIA262_materials
concrete = SIA262_materials.c50_60
reinfSteel = SIA262_materials.B500A
d = 0.25 - 0.035 - 20e-3 / 2.0
As = ng_simple_bending_reinforcement.AsSimpleBending(-MdMax, -concrete.fcd(),
reinfSteel.fyd(), 1.0, d)
print 'As= ', As * 1e6, ' mm2'
VRd = SIA262_limit_state_checking.VuNoShearRebars(concrete, reinfSteel, 0.0,
-MVRd, As, 2.5 / 2.0, d)
print 'VRd= ', VRd / 1e3, ' kN VdMax= ', VdMax / 1e3, ' kN'
#Reinforcement 2
Md2 = beam.getBendingMomentUnderUniformLoad(
qd, 0.0) + beam.getBendingMomentUnderConcentratedLoad(Qd, 1.0 - 0.2, 1.2)
Ma2 = beam.getBendingMomentUnderUniformLoad(
qa, 0.0) + beam.getBendingMomentUnderConcentratedLoad(Qa, 2.45 - 0.2, 1.2)
MdMax2 = min(Md2, Ma2)
print 'Md2= ', Md2 / 1e3, ' kN m/m Ma2= ', Ma2 / 1e3, 'kN m/m MdMax2= ', MdMax2 / 1e3, ' kN m/m'
As2 = ng_simple_bending_reinforcement.AsSimpleBending(-MdMax2, -concrete.fcd(),
reinfSteel.fyd(), 1.0, d)
print 'As2= ', As2 * 1e6, ' mm2'
def getVR(self, concrete, Nd, Md, b, epaisseur):
return SIA262_limit_state_checking.VuNoShearRebars(
concrete, self.steel, Nd, Md, self.getAs(), b, self.d(epaisseur))
