Materials according to EHE code¶

EHE materials¶

Reinforced concrete materials according to EHE-08.

class materials.ehe.EHE_materials.EHEConcrete(nmbConcrete, fck, gammaC, typeAggregate='cuarcita')¶

Bases: materials.concrete_base.Concrete

Concrete model according to EHE

Variables:	typeAggregate – types of aggregate= “cuarcita”, “arenisca”, “caliza normal”, “caliza densa”, “volcanica porosa”, “volcanica normal”, “granito”, “diabasa” (defaults to ‘cuarcita’)

fctMedEHE08()¶: Mean tensile strength [Pa][+] (according to clause 39.1 EHE-08)

fctkEHE08()¶: Concrete characteristic tensile strength [Pa][+] (according to clause 39.1 EHE-08)

fctkInf()¶: Characteristic tensile strength (lower value) [Pa][+] (according to clause 39.1 EHE)

fctkSup()¶: Characteristic tensile strength (higher value) [Pa][+] (according to clause 39.1 EHE)

getAlphaEcm()¶: Correction coefficient to the longitudinal modulus of deformation taking into account the type of aggregate.

getCreepDeformation(t, t0, RH, h0, sigmaT0)¶

return the creep deformation between t0 and t according to clause 39.8 of EHE-08.

Parameters:	t – age of concrete in days at the moment considered t0 – age of concrete in days at loading RH – ambient relative humidity(%) h0 – notional size of the member. h0=2Ac/u, where: Ac= cross sectional area u = perimeter of the member in contact with the atmosphere sigmaT0* – Constant stress appliend in t0.

getEc0()¶: Initial modulus of longitudinal deformation at 28 days expressed in [Pa] [+] according to clause 39.6 of EHE-08.

getEcm()¶: Longitudinal secant modulus of deformation at 28 days expressed in [Pa] [+] according to clause 39.6 of EHE-08.

getEcmT(t)¶

Longitudinal concrete modulus of deformation at t days expressed in [Pa] [+] according to comments to clause 39.6 of EHE-08.

Parameters:	t – Age of concrete, expressed in days.

getEpsc2()¶: return strain (<0) at peak stress at parabola-rectangle diagram (art. 39.5 EHE, figure 39.5.a EHE)

getEpscu2()¶: return nominal ultimate strain [-] at parabola-rectangle diagram (art. 39.5 EHE, figure 39.5.a EHE)

getExpN()¶: return exponent n for the parabola-rectangle diagram (art. 39.5 EHE, figure 39.5.a EHE)

getFctm()¶: Fctm: mean tensile strength [Pa][+] (art. 39.1 EHE)

getM(steel)¶

Return the “m” coefficient according to table 66.5.1.2.a of: EHE-08

Parameters:	steel – reinforcing steel.

taucd()¶: Design value of shear strength according to artocle 39.1.3.2.2 of code EHE-91 (f_cv=0.5*sqrt(f_cd)) with f_cd in kp/cm2

class materials.ehe.EHE_materials.PrestressingSteel(steelName, fpk, fmax=1860000000.0, alpha=0.75, steelRelaxationClass=1, tendonClass='strand', Es=190000000000.0)¶

Bases: materials.concrete_base.PrestressingSteel

Prestressing steel model according to EHE-08.

fpbdStrand = <scipy.interpolate.interpolate.interp1d object>¶

fpbdStrandValues = [1400000.0, 1600000.0, 1800000.0, 1900000.0, 2100000.0, 2200000.0]¶

fpbdWire = <scipy.interpolate.interpolate.interp1d object>¶

fpbdWireValues = [1600000.0, 1800000.0, 2000000.0, 2200000.0, 2400000.0, 2600000.0]¶

getAnchorageLength(phi, concrete, pos, sg_pi, sg_pd, sg_pcs, suddenRelease=True, ELU=True, t=28)¶

Return the design anchorage length for the tendon according: to the commentaries to the article 70.2.3 of EHE.

Parameters:

phi – nominal diameter of the wire, or prestressing strand.
concrete – concrete material.
pos – reinforcement position according to clause 66.5.1 of EHE-08.
sg_pi – tendon stress just after release.
sg_pd – tendon stress under design load.
sg_pcs – tendon stress due to prestress after all losses.
suddenRelease – if true, prestressing is transfered to concrete in a very short time.
ELU – true if ultimate limit state checking.
t – concrete age at themoment of the prestress transmission expressed in days.

getDesignAdherenceStress(concrete, pos, t=28)¶

Return the design value of the adherence stress according: to the commentaries to the article 70.2.3 of EHE.

Parameters:	concrete – concrete material. pos – reinforcement position according to clause 66.5.1 of EHE-08. t – concrete age at themoment of the prestress transmission expressed in days.

getInitialStressLimit()¶: Return the limit of the initial stress according to clause 20.2.2 of EHE.

getRO1000()¶: Return the relaxation at 1000 hours after stressing (See table 38.9.a at EHE-08)

getRelaxationStressLossFinal(initialStress)¶

Return final change in tendon stress due to relaxation.

Parameters:	initialStress – Initial stress in tendon.

getRelaxationStressLossT(tDays, initialStress)¶

Return change in tendon stress due to relaxation at time t.

Parameters:	initialStress – Initial stress in tendon. tDays – Time in days after prestressing (to make easier to deal with shrinkage and creep at the same time).

getRelaxationT(tDias)¶

Return the relaxation at time tDias in days after stressing.

Parameters:	tDays – Time in days after prestressing (to make easier to deal with shrinkage and creep at the same time).

getTransmissionLength(phi, concrete, pos, sg_pi, suddenRelease=True, ELU=True, t=28)¶

Return the length of transmission for the tendon according: to the commentaries to the article 70.2.3 of EHE.

Parameters:

phi – nominal diameter of the wire, or prestressing strand.
concrete – concrete material.
pos – reinforcement position according to clause 66.5.1 of EHE-08.
sg_pi – steel stress just after release.
suddenRelease – if true, prestressing is transfered to concrete in a very short time.
ELU – true if ultimate limit state checking.
t – concrete age at themoment of the prestress transmission expressed in days.

get_anchorage_length(phi, lbpt, concrete, pos, sg_pd, sg_pcs, t)¶

Return the design anchorage length for the tendon according: to the commentaries to the article 70.2.3 of EHE.

Parameters:

phi – nominal diameter of the wire, or prestressing strand.
lbpt – length of transmission for the tendon.
concrete – concrete material.
pos – reinforcement position according to clause 66.5.1 of EHE-08.
sg_pi – tendon stress just after release.
sg_pd – tendon stress under design load.
t – concrete age at themoment of the prestress transmission expressed in days.

ptsRO1000Bars = <scipy.interpolate.interpolate.interp1d object>¶

ptsRO1000Wires = <scipy.interpolate.interpolate.interp1d object>¶

x = [25000000.0, 30000000.0, 35000000.0, 40000000.0, 45000000.0, 50000000.0]¶

class materials.ehe.EHE_materials.ReinforcingSteel(steelName, fyk, emax, gammaS, k=1.05)¶

Bases: materials.concrete_base.ReinforcingSteel

Reinforcing steel as defined in EHE-08.

alpha_gt_10phi = [1.0, 1.0, 1.1, 1.2, 1.3, 1.4, 1.4]¶

alpha_leq_10phi = [1.0, 1.2, 1.4, 1.6, 1.8, 2.0, 2.0]¶

alpha_ratios = [0.0, 0.2, 0.25, 0.33, 0.5, 0.51, 1.0]¶

f400 = <scipy.interpolate.interpolate.interp1d object>¶

f500 = <scipy.interpolate.interpolate.interp1d object>¶

f_alpha_gt_10phi = <scipy.interpolate.interpolate.interp1d object>¶

f_alpha_leq_10phi = <scipy.interpolate.interpolate.interp1d object>¶

getBasicAnchorageLength(concrete, phi, pos, dynamicEffects=False)¶

Returns basic anchorage length in tension according to clause: 66.5.1.2 of EHE.

Parameters:	concrete – concrete material. phi – nominal diameter of bar, wire, or prestressing strand. pos – reinforcement position according to clause 66.5.1 of EHE-08. dynamicEffects – true if the anchorage is subjected to dynamic effects.

getM(concrete)¶

Return the ‘m’ factor from table 69.5.1.2.a: of EHE-08.

Parameters:	concrete – concrete material.

getNetAnchorageLength(concrete, phi, pos, beta=1.0, efficiency=1.0, tensionedBars=True, dynamicEffects=False)¶

Returns net anchorage length in tension according to clause: 6.5.1.2 of EHE.

Parameters:

concrete – concrete material.
phi – nominal diameter of bar, wire, or prestressing strand.
pos – reinforcement position according to clause 66.5.1 of EHE-08.
beta – reduction factor defined in Table 69.5.1.2.b.
efficiency – working stress of the reinforcement that it is intended to anchor, on the most unfavourable load hypothesis, in the section from which the anchorage length will be determined divided by the steel design yield strength.
tensionedBars – true if the bars are in tension.
dynamicEffects – true if the anchorage is subjected to dynamic effects.

getOverlapLength(concrete, phi, pos, distBetweenNearestSplices, beta=1.0, efficiency=1.0, ratioOfOverlapedTensionBars=1.0, tensionedBars=True, dynamicEffects=False)¶

Returns net anchorage length in tension according to clause: 6.5.1.2 of EHE.

Parameters:

concrete – concrete material.
phi – nominal diameter of bar, wire, or prestressing strand.
pos – reinforcement position according to clause 66.5.1 of EHE-08.
distBetweenNearestSplices – distance between the nearest splices according to figure 69.5.2.2.a.
beta – reduction factor defined in Table 69.5.1.2.b.
efficiency – working stress of the reinforcement that it is intended to anchor, on the most unfavourable load hypothesis, in the section from which the anchorage length will be determined divided by the steel design yield strength.
ratioOfOverlapedTensionBars – ratio of overlapped tension bars in relation to the total steel section.
tensionedBars – true if the bars are in tension.
dynamicEffects – true if the anchorage is subjected to dynamic effects.

x = [25000000.0, 30000000.0, 35000000.0, 40000000.0, 45000000.0, 50000000.0]¶

y400 = [1.2, 1.0, 0.9, 0.8, 0.7, 0.7]¶

y500 = [1.5, 1.3, 1.2, 1.1, 1.0, 1.0]¶

class materials.ehe.EHE_materials.Y1860S7Strand(diameter, area)¶

Bases: materials.ehe.EHE_materials.PrestressingSteel

Uncoated strand 7-Steel wire for prestressed concrete: according to EN 0138 - 3: March 2011.

Variables:	diameter – strand diameter. area – cross sectional area.

Fm()¶: Return the characteristic valu of maximum force.

Fm_max()¶: Return the maximum valu of maximum force.

Fp()¶

getAnchorageLength(concrete, pos, sg_pi, sg_pd, sg_pcs, suddenRelease=True, ELU=True, t=28)¶

Return the design anchorage length for the strand according: to the commentaries to the article 70.2.3 of EHE.

Parameters:

concrete – concrete material.
pos – reinforcement position according to clause 66.5.1 of EHE-08.
sg_pi – tendon stress just after release.
sg_pd – tendon stress under design load.
sg_pcs – tendon stress due to prestress after all losses.
suddenRelease – if true, prestressing is transfered to concrete in a very short time.
ELU – true if ultimate limit state checking.
t – concrete age at themoment of the prestress transmission expressed in days.

getTransmissionLength(concrete, pos, sg_pi, suddenRelease=True, ELU=True, t=28)¶

Return the length of transmission for the strand according: to the commentaries to the article 70.2.3 of EHE.

Parameters:	concrete – concrete material. pos – reinforcement position according to clause 66.5.1 of EHE-08. sg_pi – steel stress just after release. suddenRelease – if true, prestressing is transfered to concrete in a very short time. ELU – true if ultimate limit state checking. t – concrete age at themoment of the prestress transmission expressed in days.

massPerMeter()¶: Return the mass per meter of the strand.

materials.ehe.EHE_materials.concrOfName = {'HA100': HA100, 'HA20': HA20, 'HA25': HA25, 'HA30': HA30, 'HA35': HA35, 'HA40': HA40, 'HA45': HA45, 'HA50': HA50, 'HA55': HA55, 'HA60': HA60, 'HA70': HA70, 'HA80': HA80, 'HA90': HA90, 'HP25': HP25, 'HP30': HP30, 'HP35': HP35, 'HP40': HP40, 'HP45': HP45, 'HP50': HP50}¶: Factor that multiplies the characteristic value of concrete compressive strength from its age in days for normal hardening concrete (table 30.4.b EHE)

materials.ehe.EHE_materials.factorRCompJDiasNormal = <scipy.interpolate.interpolate.interp1d object>¶: Factor that multiplies the characteristic value of concrete compressive strength from its age in days for fast hardening concrete (table 30.4.b EHE)

materials.ehe.EHE_materials.factorRCompJDiasRapido = <scipy.interpolate.interpolate.interp1d object>¶: Factor that multiplies the characteristic value of concrete tensile strength from its age in days for normal hardening concrete (table 30.4.c EHE)

materials.ehe.EHE_materials.get_losses_elastic_shortening_concrete_in_tendons(sigma_cp, Ep, Ecj)¶

Losses due to elastic shortening of the concrete in prestressed tendons

Parameters:

sigma_cp – compressive stress in the concrete in the level of the center of gravity of the active reinforcement, due to prestressing after deducting the losses due to wedge penetration
Ep – elastic modulus of the active reinforcements (defaults to 190e9).
Ecj – elastic modulus of the concrete for the age j corresponding to the moment of applying the load to the active reinforcements.

materials.ehe.EHE_materials.get_losses_wedge_penetration_short_straight_tendon(a, L, Ep)¶

Losses due to wedge penetration in post-tensioned straight tendons of short length (according to section 20.2.2.1.2 of EHE-08)

Parameters:	a – wedge penetration (usually: 5 mm) L – total length of the straight tendon Ep – longitudinal strain modulus of an active reinforcement (190e9).

EHE limit state checking¶

class materials.ehe.EHE_limit_state_checking.BaseReinfController(pos='II')¶

Bases: object

Base class for reinforcement controllers (objects that check that code prescriptions are respected).

Variables:	pos – reinforcement position according to clause 66.5.1 of EHE-08.

class materials.ehe.EHE_limit_state_checking.BiaxialBendingNormalStressController(limitStateLabel)¶

Bases: materials.limit_state_checking_base.BiaxialBendingNormalStressControllerBase

Object that controls normal stresses limit state.

class materials.ehe.EHE_limit_state_checking.BlockMember(a, b, a1, b1)¶

Bases: object

getAc()¶: Return area of the block member.

getAc1()¶: Return block member loaded area.

getF3cd(fcd)¶: Return the value of f3cd.

getNuConcentratedLoad(fcd)¶

Return the the maximum compressive force that can be obtained in the Ultimate Limit State of on a restricted surface (see figure 61.1.a on page 302 of EHE-08), of area Ac1 , concentrically and homothetically situated on another area, Ac.

Parameters: :param fcd: design compressive strength of concrete.

getReinforcementAreaAd(Nd, fyd)¶

Return the area of the reinforcement parallel to side a (see figure 61.1.a page 302 EHE-08)

param Nd: concentrated load.

param fyd: steel yield strength.

getReinforcementAreaBd(fyd)¶

Return the area of the reinforcement parallel to side b (see figure 61.1.a page 302 EHE-08)

param Nd: concentrated load.

param fyd: steel yield strength.

getUad(Nd)¶

Return the design tension for the transverse reinforcement in a direction parallel to side a (see figure 61.1.a page 302 EHE-08).

Parameters:

param Nd:	concentrated load.

getUbd(Nd)¶

Return the design tension for the transverse reinforcement in a direction parallel to side b (see figure 61.1.a page 302 EHE-08).

param Nd: concentrated load.

class materials.ehe.EHE_limit_state_checking.ColumnReinforcementRatios(Ac, fcd, fyd)¶

Bases: object

check(As, Nd)¶: Checking of main reinforcement ratio in compression.

getMaximumReinforcementAmount()¶: Return the maximal reinforcement amount.

getMinimumGeometricAmount()¶: Minimum geometric reinforcement amount for columns according to table 42.3.5 of EHE-08.

getMinimumMechanicalAmount(Nd)¶: Minimum mechanical reinforcement amount.

class materials.ehe.EHE_limit_state_checking.ConcreteCorbel(concrete, steel, jointType)¶

Bases: object

Concrete corbel as in EHE-08 design code.

getAreaNecApoyo(Fv)¶

getAreaNecApoyo(self,Fv): return the area needed for the: support according to clause 64.1.2.1.2 of EHE-08.

Parameters:	Fv – Vertical load on the corbel, positive downwards (N).

getAreaNecCercos(Fv)¶

getAreaNecCercos(self,Fv): return the area needed for the: stirrup reinforcements bars in the corbel according to clause 64.1.2.1.1 of EHE-08.

Parameters:	Fv – Vertical load on the corbel, positive downwards (N).

getAreaNecMainReinforcement(Fv, Fh)¶

getAreaNecMainReinforcement(self, Fv,Fh): return the area needed: for the main reinforcement according to clause 64.1.2.1.1 of EHE-08.

Parameters:	Fv – Vertical load on the corbel, positive downwards (N). Fh – Horizontal load on the corbel, positive outwards (N).

getCotgStrutAngle()¶: Return the cotangent of the angle between the concrete compressed strut an the vertical according to clause 64.1.2.1 of EHE-08.

getMainReinforcementTension(Fv, Fh)¶

getMainReinforcementTension(self, Fv,Fh). Return the tension: in the main reinforcement according to clause 64.1.2.1.1 of EHE-08.

Parameters:	Fv – Vertical load on the corbel, positive downwards (N). Fh – Horizontal load on the corbel, positive outwards (N).

getMinimumEffectiveDepth(a)¶

getMinimumEffectiveDepth(self, a) return the minimal effective depth of the corbel according to clause 64.1.2.1 of EHE-08.

Parameters:	a – Distance (m) between the axis of the applied load and the corbel fixed section (see figure 64.1.2 of EHE-08).

static getStirrupsTension(Fv)¶

getStirrupsTension(Fv): return the tension in the stirrups: to clause 64.1.2.1.1 of EHE-08.

Parameters:	Fv – Vertical load on the corbel, positive downwards (N).

class materials.ehe.EHE_limit_state_checking.CrackControl(limitStateLabel)¶

Bases: materials.limit_state_checking_base.CrackControlBaseParameters

Define the properties that will be needed for crack control checking as in clause 49.2.4 of EHE-08.

check(elements, combName)¶: Crack control of concrete sections.

computeWk(scc, concreteMatTag, reinfSteelMaterialTag, fctm)¶

Computes the characteristic value of the crack width.

Parameters:	scc – section. reinfSteelMaterialTag – identifier of the concrete material. reinfSteelMaterialTag – identifier of the reinforcing steel material. fctm – average tensile strength of the concrete.

computeWkOnBars(tensionedReinforcement)¶

Compute the characteristic crack opening on each bar and return: the maximum.

Parameters:	tensionedReinforcement –

printParams()¶: Prints crack control parameters.

class materials.ehe.EHE_limit_state_checking.CrackStraightController(limitStateLabel)¶

Bases: materials.limit_state_checking_base.LimitStateControllerBase

Definition of variables involved in the verification of the cracking serviceability limit state according to EHE-08 when considering a concrete stress-strain diagram that takes account of the effects of tension stiffening.

EHE_hceff(width, h, x)¶

Return the maximum height to be considered in the calculation of: the concrete effective area in tension.

Parameters:	width – section width. h – lever arm. x – depth of the neutral fiber.

EHE_k1(eps1, eps2)¶

Return the coefficient k1 involved in the calculation of the mean crack distance according to EHE. This coefficient represents the effect of the tension diagram in the section.

Parameters:	eps1 – maximum deformation calculated in the section at the limits of the tension zone. eps2 – minimum deformation calculated in the section at the limits of the tension zone.

check(elements, combName)¶

For each element in the set ‘elememts’ passed as first parameter and the resulting internal forces for the load combination ‘combName’ passed as second parameter, this method calculates all the variables involved in the crack-SLS checking and obtains the crack width. In the case that the calculated crack width is greater than the biggest obtained for the element in previous load combinations, this value is saved in the element results record.

Elements processed are those belonging to the phantom model, that is to say, of type xc.ZeroLengthSection. As we have defined the variable fakeSection as False, a reinfoced concrete fiber section is generated for each of these elements.

initControlVars(elements)¶

Initialize control variables over elements.

Parameters:	elements – elements to define control variables in.

class materials.ehe.EHE_limit_state_checking.EHERebarFamily(steel, diam, spacing, concreteCover, pos='II')¶

Bases: materials.sections.rebar_family.RebarFamily

Family or reinforcement bars with checking according to EHE-08.

Variables:	pos – reinforcement position according to clause 66.5.1 of EHE-08.

getBasicAnchorageLength(concrete)¶: Return the basic anchorage length of the bars.

getCopy(barController)¶

getMinReinfAreaUnderFlexion(thickness, b=1.0, type='slab', concrete=None)¶

Return the minimun amount of bonded reinforcement to control cracking: for reinforced concrete sections under flexion per unit length according to clause 42.3.5.

Parameters:	thickness – gross thickness of concrete section (doesn’t include the area of the voids). b – width of concrete section. type – member type; slab, wall, beam or column. concrete – concrete material.

getMinReinfAreaUnderTension(thickness, b=1.0, concrete=None)¶

Return the minimun amount of bonded reinforcement to control cracking: for reinforced concrete sections under tension.

Parameters:	thickness – gross thickness of concrete section. b – width of concrete section. concrete – concrete material.

getRebarController()¶

getVR(concrete, Nd, Md, b, thickness)¶

Return the approximated shear resistance carried by the concrete: on a (b x thickness) rectangular section.

Parameters:	concrete – concrete material. Nd – design axial force (IGNORED). Md – design bending moment (IGNORED). b – width of the rectangular section. thickness – height of the rectangular section.

writeRebars(outputFile, concrete, AsMin)¶: Write rebar family data.

class materials.ehe.EHE_limit_state_checking.LongShearJoints(concrete, reinfsteel, contactSurf, roughness='L', dynamic='N', sigma_cd=0, Ast=None, spacement=None, angRebars=90)¶

Bases: object

Verification of ultimate limit state due to longitudinal shear stress: at joints between concretes according to clause 47 of EHE.

Variables:

concrete – weakest EHE concrete type (ex: EHE_materials.HA25)
reinfsteel – EHE reinforcing steel (ex: EHE_materials.B500S)
contactSurf – Contact surface per unit length. This shall not extend to zones where the penetrating width is less than 20 mm or the maximum diameter of the edge or with a cover of less than 30 mm
roughness – roughness of surface (‘L’ for low degree of roughness, ‘H’ for high degree of roughness). Defaults to ‘L’
dynamic – low fatigue or dynamic stresses consideration (‘Y’ if considered, ‘N’ for not considered). Defaults to ‘N’
sigma_cd – External design tensile stress perpendicular to the plane of the joint. (<0 for compression tensions) (if sigma_cd > 0, beta, fct_d=0). Defaults to 0.
Ast – Cross-section of effectively anchored steel bars, closing the joint (area of 1 those rebars, spacement is given also as a parameter). Defaults to None = no reinforcement, in this case all parameters attached to reinforcement are ignored .
spacement – distance between the closing bars along the joint plane. (defaults to None)
angRebars – Angle formed by the joining bars with the plane of the joint (degrees). Reinforcements with α > 135° or α < 45° shall not be incorporated. Defaults to 90º

checkShearStressJoints(tao_rd)¶

Verify the ultimate limit state due to longitudinal shear stress.

Parameters:	tao_rd – design longitudinal shear stress at a joint between concrete.

getBetaCoef()¶

Return beta coefficient depending on the roughness of contact surfaces (clause 47.2.1 EHE and table 47.2.2.2):

0.80 in rough contact surfaces of composite sections that are interconnected so that one composite section may not overhang the other, for example, are dovetailed, and if the surface is open and rough, e.g. like joists as left by a floor laying machine.

0.40 in intentionally rough surfaces with a high degree of roughness.

0.20 in unintentionally rough surfaces with a low degree of roughness.

at low fatigue or dynamic stresses beta shall be reduced by 50%.

getMuCoefCase1()¶: Return mu coefficient depending of roughness, for calculation of ultimate shear stress at a joint in case 1 (clause 47.2.1 EHE, table 47.2.2.2).

getMuCoefCase2()¶: Return mu coefficient depending of roughness, for calculation of ultimate shear stress at a joint in case 2 (clause 47.2.1 EHE, table 47.2.2.2):

getUltShearStressWithReinf(tao_rd)¶

Return the ultimate longitudinal shear stress at a joint between: concrete sections with transverse reinforcement.

Parameters:	tao_rd – design longitudinal shear stress at a joint between concrete.

getUltShearStressWithoutReinf()¶: Return the ultimate longitudinal shear stress in a section without any transverse reinforcement

class materials.ehe.EHE_limit_state_checking.RebarController(concreteCover=0.035, spacing=0.15, pos='II')¶

Bases: materials.ehe.EHE_limit_state_checking.BaseReinfController

Control of some parameters as development length minimum reinforcement and so on.

Variables:	pos – reinforcement position according to clause 66.5.1 of EHE-08. concreteCover – the distance from center of a bar or wire to nearest concrete surface. spacing – center-to-center spacing of bars or wires being developed, in.

getBasicAnchorageLength(concrete, phi, steel, dynamicEffects=False)¶

Returns basic anchorage length in tension according to clause: 66.5.1.2 of EHE.

Parameters:	concrete – concrete material. phi – nominal diameter of bar, wire, or prestressing strand. steel – reinforcement steel. dynamicEffects – true if the anchorage is subjected to dynamic effects.

getM(concrete, steel)¶

Return the “m” coefficient according to table 66.5.1.2.a of: EHE-08

Parameters:	concrete – concrete material. steel – reinforcing steel.

getNetAnchorageLength(concrete, phi, steel, beta=1.0, efficiency=1.0, tensionedBars=True, dynamicEffects=False)¶

Returns net anchorage length in tension according to clause: 6.5.1.2 of EHE.

Parameters:

concrete – concrete material.
phi – nominal diameter of bar, wire, or prestressing strand.
steel – reinforcement steel.
beta – reduction factor defined in Table 69.5.1.2.b.
efficiency – working stress of the reinforcement that it is intended to anchor, on the most unfavourable load hypothesis, in the section from which the anchorage length will be determined divided by the steel design yield strength.
tensionedBars – true if the bars are in tension.
dynamicEffects – true if the anchorage is subjected to dynamic effects.

getOverlapLength(concrete, phi, steel, distBetweenNearestSplices, beta=1.0, efficiency=1.0, ratioOfOverlapedTensionBars=1.0, tensionedBars=True, dynamicEffects=False)¶

Returns net anchorage length in tension according to clause: 6.5.1.2 of EHE.

Parameters:

concrete – concrete material.
phi – nominal diameter of bar, wire, or prestressing strand.
steel – reinforcement steel.
distBetweenNearestSplices – distance between the nearest splices according to figure 69.5.2.2.a.
beta – reduction factor defined in Table 69.5.1.2.b.
efficiency – working stress of the reinforcement that it is intended to anchor, on the most unfavourable load hypothesis, in the section from which the anchorage length will be determined divided by the steel design yield strength.
ratioOfOverlapedTensionBars – ratio of overlapped tension bars in relation to the total steel section.
tensionedBars – true if the bars are in tension.
dynamicEffects – true if the anchorage is subjected to dynamic effects.

class materials.ehe.EHE_limit_state_checking.ShearController(limitStateLabel)¶

Bases: materials.limit_state_checking_base.ShearControllerBase

Shear control according to EHE-08.

calcVuEHE08(scc, torsionParameters, concrete, reinfSteel, Nd, Md, Vd, Td, circular=False)¶

Compute the shear strength at failure. XXX Presstressing contribution not implemented yet.

Parameters:

scc – fiber model of the section.
torsionParameters – parameters that define torsional behaviour of the section as in clause 45.1 of EHE-08.
concrete – parameters to model concrete.
reinfSteel – parameters to model rebar’s steel.
Nd – Design value of axial force (positive if in tension)
Md – Absolute value of design value of bending moment.
Vd – Absolute value of effective design shear (clause 42.2.2).
Td – design value of torsional moment.
circular – if true we reduce the efectiveness of the shear reinforcement due to the transverse inclination of its elements.

calcVuEHE08NoAt(scc, concrete, reinfSteel)¶

Compute the shear strength at failure without shear reinforcement according to clause 44.2.3.2.1 of EHE-08. XXX Presstressing contribution not implemented yet.

Parameters:	scc – fiber model of the section. reinfSteelMaterialTag – reinforcement steel material identifier. concrete – parameters to modelize concrete. reinfSteel – parameters to modelize reinforcement steel.

calcVuEHE08SiAt(scc, torsionParameters, concrete, reinfSteel, Nd, Md, Vd, Td, circular=False)¶

Compute the shear strength at failure WITH shear reinforcement. XXX Presstressing contribution not implemented yet.

Parameters:

scc – fiber model of the section.
torsionParameters – parameters that define torsional behaviour of the section as in clause 45.1 of EHE-08.
reinfSteelMaterialTag – reinforcement steel material identifier.
concrete – concrete material.
reinfSteel – reinforcement steel.
Nd – Design value of axial force (here positive if in tension)
Md – Absolute value of design value of bending moment.
Vd – Absolute value of effective design shear (clause 42.2.2).
Td – design value of torsional moment.
circular – if true we reduce the efectiveness of the shear reinforcement due to the transverse inclination of its elements.

check(elements, combName)¶

For each element in the set ‘elements’ passed as first parameter and the resulting internal forces for the load combination ‘combName’ passed as second parameter, this method calculates all the variables involved in the shear-ULS checking and obtains the capacity factor. In the case that the calculated capacity factor is smaller than the smallest obtained for the element in previous load combinations, this value is saved in the element results record.

Elements processed are those belonging to the phantom model, that is to say, of type xc.ZeroLengthSection. As we have defined the variable fakeSection as False, a reinfoced concrete fiber section is generated for each of these elements.

XXX Rebar orientation not taken into account yet.

checkSection(sct, secHAParamsTorsion=None)¶: Check shear on the section argument.

extractFiberData(scc, concrete, reinfSteel)¶

Extract basic parameters from the fiber model of the section

Parameters:	scc – fiber model of the section. concrete – parameters to modelize concrete. reinfSteel – parameters to modelize reinforcement steel.

class materials.ehe.EHE_limit_state_checking.ShearDesignParameters¶

Bases: object

Defines shear design parameters.

computeUltimateShearStrength(concreteFibersSet, rebarFibersSet, tensionedRebarsFiberSet, fck, fcd, fyd, fpd, fydTrsv)¶: Compute section shear strength.

printParams()¶: print(shear checking values.)

class materials.ehe.EHE_limit_state_checking.StrandController(reinfType='strand', pos='II')¶

Bases: materials.ehe.EHE_limit_state_checking.BaseReinfController

Control of some parameters as the length of transmission.

Variables:	pos – reinforcement position according to clause 66.5.1 of EHE-08. reinfType – prestressed reinforcement type: ‘wire’ or ‘strand’

getDesignAdherenceStress(concrete, steel, t=28)¶

Return the design value of the adherence stress according: to the commentaries to the article 70.2.3 of EHE.

Parameters:	concrete – concrete material. steel – prestressing steel material. t – concrete age at themoment of the prestress transmission expressed in days.

getTransmissionLength(phi, concrete, steel, sg_pi, suddenRelease=True, ELU=True, t=28)¶

Return the length of transmission for the strand according: to the commentaries to the article 70.2.3 of EHE.

Parameters:

phi – nominal diameter of the wire, or prestressing strand.
concrete – concrete material.
steel – prestressing steel material.
sg_pi – steel stress just after release.
suddenRelease – if true, prestressing is transfered to concrete in a very short time.
ELU – true if ultimate limit state checking.
t – concrete age at themoment of the prestress transmission expressed in days.

lbpd(phi, concrete, sg_pi, suddenRelease=True, ELU=True, t=28)¶

Return the design anchorage length for the strand according: to the commentaries to the article 70.2.3 of EHE.

Parameters:

phi – nominal diameter of the wire, or prestressing strand.
concrete – concrete material.
sg_pi – tendon stress just after release.
sg_pd – tendon stress under design load.
sg_pcs – tendon stress due to prestress after all losses.
suddenRelease – if true, prestressing is transfered to concrete in a very short time.
ELU – true if ultimate limit state checking.
t – concrete age at themoment of the prestress transmission expressed in days.

class materials.ehe.EHE_limit_state_checking.TorsionParameters¶

Bases: object

Methods for checking reinforced concrete section under torsion according to clause 45.1 of EHE-08.

A()¶: Return the area of the transverse section inscribed in the external circumference including inner void areas

Ae()¶: Return the area enclosed by the middle line of the design effective hollow section

he()¶: Return the effective thickness of the wall of the design section.

u()¶: Return the external perimeter of the transverse section.

ue()¶: Return the perimeter of the middle line in the design effective hollow section Ae.

class materials.ehe.EHE_limit_state_checking.UniaxialBendingNormalStressController(limitStateLabel)¶

Bases: materials.limit_state_checking_base.UniaxialBendingNormalStressControllerBase

Object that controls normal stresses limit state (uniaxial bending).

materials.ehe.EHE_limit_state_checking.computeEffectiveHollowSectionParameters(sectionGeometry, h0, c)¶

Computes the parameters for torsion analysis of an: effective hollow section according to clause 45.2.1 of EHE-08. Not valid if for non-convex sections.

Parameters:	sectionGeometry – section geometry. h0 – actual thickness of the wall for hollow sections. c – cover of longitudinal reinforcement.

materials.ehe.EHE_limit_state_checking.computeEffectiveHollowSectionParametersRCSection(rcSection)¶

Computes the parameters for torsion analysis of an: effective hollow section according to clause 45.2.1 of EHE-08.

Parameters:	rcSection – reinforced concrete section

materials.ehe.EHE_limit_state_checking.getBetaVcuEHE08(theta, thetaE)¶

getBetaVcuEHE08(theta,thetaE) [units: N, m, rad]: Return the value of «beta» for the expression of Vcu according to clause 44.2.3.2.2 of EHE-08.

Parameters:	thetaE – Reference angle of inclination of cracks. theta – angle between the concrete compressed struts and the member axis (figure 44.2.3.1.a EHE).

materials.ehe.EHE_limit_state_checking.getCrackAngleEHE08(Nd, Md, Vd, Td, z, AsPas, AsAct, Es, Ep, Fp, Ae, ue)¶

getCrackAngleEHE08(Nd,Md,Vd,Td,z,AsPas,AsAct,Es,Ep,Fp,Ae,ue) [units: N, m, rad]: Return the reference angle of inclination of cracks (in radians) from the longitudinal strain in the web. See general method in clause 44.2.3.2.2 of EHE-08.

Parameters:

Nd – Design value of axial force (here positive if in tension)
Md – Absolute value of design value of bending moment.
Vd – Absolute value of effective design shear (clause 42.2.2).
Td – design value of torsional moment.
z – Lever arm.
AsPas – Area of tensioned longitudinal steel rebars anchored at a distance greater than the effective depth of the section.
AsAct – Area of tensioned longitudinal prestressed steel anchored at a distance greater than the effective depth of the section.
Es – reinforcing steel elastic modulus.
Ep – prestressing steel elastic modulus.
Fp – Prestressing force on the section (positive if in tension).
Ae – Area enclosed by the middle line of the effective hollow section.
ue – Perimeter of the middle line of the effective hollow section.

materials.ehe.EHE_limit_state_checking.getEpsilonXEHE08(Nd, Md, Vd, Td, z, AsPas, AsAct, Es, Ep, Fp, Ae, ue)¶

getEpsilonXEHE08(Nd,Md,Vd,Td,z,AsPas,AsAct,Es,Ep,Fp,Ae,ue) [units: N, m, rad] Return the longitudinal strain in the web according to expression in commments to the clause 44.2.3.2.2 of EHE-08.

Parameters:

Nd – Design value of axial force (here positive if in tension)
Md – Absolute value of design value of bending moment.
Vd – Absolute value of effective design shear (clause 42.2.2).
Td – design value of torsional moment.
z – Lever arm.
AsPas – Area of tensioned longitudinal steel rebars anchored at a distance greater than the effective depth of the section.
AsAct – Area of tensioned longitudinal prestressed steel anchored at a distance greater than the effective depth of the section.
Es – reinforcing steel elastic modulus.
Ep – prestressing steel elastic modulus.
Fp – Prestressing force on the section (positive if in tension).
Ae – Area enclosed by the middle line of the effective hollow section.
ue – Perimeter of the middle line of the effective hollow section.

materials.ehe.EHE_limit_state_checking.getF1cdEHE08(fck, fcd)¶

getF1cdEHE08(fck,fcd). Returns the value of f1cd (design value of the concrete strut strength) according to clause 44.2.3.1 of EHE-08.

Parameters:	fck – concrete characteristic compressive strength (Pa). fcd – design value of concrete compressive strength (N/m2).

materials.ehe.EHE_limit_state_checking.getFcv(fact, fck, Nd, Ac, b0, d, AsPas, fyd, AsAct, fpd)¶

Return the value of fcv (concrete virtual shear strength) for members WITH or WITHOUT shear reinforcement, according to clauses 44.2.3.2.1 y 44.2.3.2.2 of EHE.

Parameters:

fact –

factor equal to 0.12 for members WITHOUT shear reinforcement

(0.18/gammac)

and 0.10 for members WITH shear reinforcement (0.15/gammac).
fck – concrete characteristic compressive strength.
Nd – axial force design value (positive if in tension).
Ac – concrete section total area.
b0 – net width of the element according to clause 40.3.5.
d – effective depth (meters).
AsPas – Area of tensioned longitudinal steel rebars anchored at a distance greater than the effective depth of the section.
fyd – reinforcing steel design yield strength (clause 38.3 EHE).
AsAct – Area of tensioned longitudinal prestressed steel anchored at a distance greater than the effective depth of the section.
fpd – design value of prestressing steel strength (clause 38.6 EHE).

materials.ehe.EHE_limit_state_checking.getFcvEH91(fcd)¶

Return fcv (concrete virtual shear strength): according to EH-91.

Parameters:	fcd – design compressive strength of concrete.

materials.ehe.EHE_limit_state_checking.getFcvEHE08(fact, fcv, gammaC, b0, d, chi, sgpcd, AsPas, AsAct)¶

getFcvEHE08(fact,fcv,gammaC,b0,d,chi,sgpcd,AsPas,AsAct) [units: N, m, rad]: Return the value of fcv (concrete virtual shear strength) for members WITH or WITHOUT shear reinforcement in cracked regions, according to clauses 44.2.3.2.1.2 and 44.2.3.2.2 of EHE-08.

Parameters:

fact – Factor with a value of 0.18 for members WITHOUT shear reinforcement and 0.15 for members WITH shear reinforcement.
fcv –

effective concrete shear strength. For members without

shear reinforcement fcv= min(fck,60MPa). For members

with shear reinforcement fcv= min(fck,100MPa).

In both cases, if concrete quality control is not direct fcv= 15 MPa.
gammaC – Partial safety factor for concrete.
b0 – net width of the element according to clause 40.3.5.
d – effective depth (meters).
chi – coefficient that takes into account the aggregate effect inside the effective depth.
sgpcd – average axial stress in the web (positive if in compression).
AsPas – Area of tensioned longitudinal steel rebars anchored at a distance greater than the effective depth of the section.
AsAct – Area of tensioned longitudinal prestressed steel anchored at a distance greater than the effective depth of the section.

materials.ehe.EHE_limit_state_checking.getFcvMinEHE08(fcv, gammaC, d, chi, sgpcd)¶

Return the minimum value of fcv (concrete virtual shear strength): for members WITHOUT shear reinforcement in cracked regions, according to clause 44.2.3.2.1.2 of EHE-08.

Parameters:

fcv –

effective concrete shear strength. For members without

shear reinforcement fcv= min(fck,60MPa). For members with shear reinforcement fcv= min(fck,100MPa).

In both cases, if concrete quality control is not direct fcv= 15 MPa.
gammaC – Partial safety factor for concrete.
d – effective depth (meters).
chi – coefficient that takes into account the aggregate effect inside the effective depth.
sgpcd – average axial stress in the web (positive if in compression).

materials.ehe.EHE_limit_state_checking.getKEHE08(sgpcd, fcd)¶

getKEHE08(sgpcd,fcd). Return the value of K (coefficent that depends of the axial force) according to clause 44.2.3.1 de la EHE-08

Parameters:	sgpcd – effective normal stress in concrete Ncd/Ac. fcd – design value of concrete compressive strength (N/m2).

materials.ehe.EHE_limit_state_checking.getVcu(fck, Nd, Ac, b0, d, theta, AsPas, fyd, AsAct, fpd, sgxd, sgyd)¶

Return the value of Vcu (contribution of the concrete to shear strength) for members WITH shear reinforcement, according to clause 44.2.3.2.2 of EHE (1998).

Parameters:

fck – concrete characteristic compressive strength.
Nd – axial force design value (positive if in tension).
Ac – concrete section total area.
b0 – net width of the element according to clause 40.3.5.
d – effective depth (meters).
theta – angle between the concrete compressed struts and the member axis (figure 44.2.3.1.a EHE 1998).
AsPas – area of tensioned longitudinal steel rebars anchored at a distance greater than the effective depth of the section.
fyd – reinforcing steel design yield strength (clause 38.3 EHE).
AsAct – Area of tensioned longitudinal prestressed steel anchored at a distance greater than the effective depth of the section.
fpd – design value of prestressing steel strength (clause 38.6 EHE).
sgxd – design value of normal stress at the centre of gravity of the section parallel to the main axis of the member. Calculated assuming NON CRACKED concrete (clause 44.2.3.2).
sgyd – design value of normal stress at the centre of gravity of the section parallel to shear force Vd. Calculated assuming NON CRACKED concrete (clause 44.2.3.2).

materials.ehe.EHE_limit_state_checking.getVcuEHE08(fcv, fcd, gammaC, Ncd, Ac, b0, d, z, AsPas, AsAct, theta, Nd, Md, Vd, Td, Es, Ep, Fp, Ae, ue)¶

getVcuEHE08(fcv,fcd,gammaC,Ncd,Ac,b0,d,z,AsPas,AsAct,theta,Nd,Md,Vd,Td,Es,Ep,Fp,Ae,ue): [units: N, m, rad] Return the value of Vcu (contribution of the concrete to shear strength) for members WITH shear reinforcement, according to clause 44.2.3.2.2 of EHE-08.

Parameters:

fcv – effective concrete shear strength. For members without shear reinforcement fcv= min(fck,60MPa). For members with shear reinforcement fcv= min(fck,100MPa). In both cases, if concrete quality control is not direct fcv= 15 MPa.
fcd – design value of concrete compressive strength).
gammaC – Partial safety factor for concrete.
Ncd – design value of axial force in concrete (positive if in tension).
Ac – concrete section total area.
b0 – net width of the element according to clause 40.3.5.
d – effective depth (meters).
z – Lever arm.
AsPas – Area of tensioned longitudinal steel rebars anchored at a distance greater than the effective depth of the section.
AsAct – Area of tensioned longitudinal prestressed steel anchored at a distance greater than the effective depth of the section.
theta – angle between the concrete compressed struts and the member axis (figure 44.2.3.1.a EHE)
Nd – Design value of axial force (positive if in tension)
Md – Absolute value of design value of bending moment.
Vd – Absolute value of effective design shear (clause 42.2.2).
Td – design value of torsional moment.
Es – reinforcing steel elastic modulus.
Ep – prestressing steel elastic modulus.
Fp – Prestressing force on the section (positive if in tension).
Ae – Area enclosed by the middle line of the effective hollow section.
ue – Perimeter of the middle line of the effective hollow section.

materials.ehe.EHE_limit_state_checking.getVsu(z, alpha, theta, AsTrsv, fyd)¶

Return the value of Vsu (contribution of the web’s transverse reinforcement to shear strength) for members WITH shear reinforcement, according to clause 44.2.3.2.2 of EHE.

Parameters:	z – Mechanic lever arm. alpha – angle of the shear reinforcement with the member axis (see figure 44.2.3.1.a EHE). theta – angle between the concrete compressed struts and the member axis (figure 44.2.3.1.a EHE). AsTrsv – transverse reinforcement area. fyd – design yield strength of the transverse reinforcement.

materials.ehe.EHE_limit_state_checking.getVsuEHE08(z, alpha, theta, AsTrsv, fyd, circular)¶

getVsuEHE08(z,alpha,theta,AsTrsv,fyd) [units: N, m, rad] Return the value of Vsu (contribution of the web’s transverse reinforcement to shear strength) for members WITH shear reinforcement, according to clause 44.2.3.2.2 of EHE-08.

Parameters:

z – mechanic lever arm.
alpha – angle of the transverse reinforcement with the member axis.
theta – angle between the concrete compressed struts and the member axis (figure 44.2.3.1.a EHE).
AsTrsv – transverse reinforcement area which contribution will be computed.
fyd – design yield strength of the transverse reinforcement.
circular – if true we reduce the efectiveness of the shear reinforcement due to the transverse inclination of its elements.

materials.ehe.EHE_limit_state_checking.getVu(fck, fcd, Nd, Ac, b0, d, z, alpha, theta, AsPas, fyd, AsAct, fpd, sgxd, sgyd, AsTrsv, fydTrsv)¶

Return the value of Vu= max(Vu1,Vu2) for members WITH or WITHOUT shear: reinforcement, according to clause 44.2.3.2.2 of EHE (1998).

Parameters:

fck – concrete characteristic compressive strength.
Nd – axial force design value (positive if in tension).
Ac – concrete section total area.
b0 – net width of the element according to clause 40.3.5.
d – effective depth (meters).
z – mechanic lever arm.
alpha – angle of the shear reinforcement with the member axis (figure 44.2.3.1.a EHE).
theta – angle between the concrete compressed struts and the member axis (figure 44.2.3.1.a EHE).
AsPas – Area of tensioned longitudinal steel rebars anchored at a distance greater than the effective depth of the section.
fyd – reinforcing steel design yield strength (clause 38.3 EHE).
AsAct – Area of tensioned longitudinal prestressed steel anchored at a distance greater than the effective depth of the section.
fpd – design value of prestressing steel strength (clause 38.6 EHE).
sgxd – design value of normal stress at the centre of gravity of the section parallel to the main axis of the member. Calculated assuming NON CRACKED concrete (clause 44.2.3.2).
sgyd – design value of normal stress at the centre of gravity of the section parallel to shear force Vd. Calculated assuming NON CRACKED concrete (clause 44.2.3.2).
AsTrsv – transverse reinforcement area.
fydTrsv – design yield strength of the transverse reinforcement.

materials.ehe.EHE_limit_state_checking.getVu1(fcd, Nd, Ac, b0, d, alpha, theta)¶

Return value of Vu1 (shear strength at failure due to diagonal compression in the web) according to clause 44.2.3.1 of EHE.

Parameters:

fcd – Design compressive strength of concrete.
Nd – axial force design value (positive if in tension).
Ac – concrete section total area.
b0 – net width of the element according to clause 40.3.5.
d – effective depth.
alpha – angle between the shear rebars and the member axis (figure 44.2.3.1.a EHE).
theta – angle between the concrete compressed struts and the member axis (figure 44.2.3.1.a EHE).

materials.ehe.EHE_limit_state_checking.getVu1EHE08(fck, fcd, Ncd, Ac, b0, d, alpha, theta)¶

getVu1EHE08(fck,fcd,Ncd,Ac,b0,d,alpha,theta) [units: N, m, rad]. Return: the value of Vu1 (shear strength at failure due to diagonal compression in the web) according to clause 44.2.3.1 of EHE-08.

Parameters:

fck – concrete characteristic compressive strength.
fcd – design value of concrete compressive strength (N/m2).
Ncd – design value of axial force in concrete (positive if in tension).
Ac – concrete section total area.
b0 – net width of the element according to clause 40.3.5.
d – effective depth.
alpha – angle of the shear reinforcement with the member axis (figure 44.2.3.1 EHE-08).
theta – angle between the concrete compressed struts and the member axis (figure 44.2.3.1.a EHE).

materials.ehe.EHE_limit_state_checking.getVu2(fck, Nd, Ac, b0, d, z, alpha, theta, AsPas, fyd, AsAct, fpd, sgxd, sgyd, AsTrsv, fydTrsv)¶

Return the value of Vu2 (ultimate shear force failure due to tensile force in the web) for members WITH or WITHOUT shear reinforcement, according to clause 44.2.3.2.2 of EHE (1998).

Parameters:

fck – concrete characteristic compressive strength.
Nd – axial force design value (positive if in tension).
Ac – concrete section total area.
b0 – net width of the element according to clause 40.3.5.
d – effective depth (meters).
z – mechanic lever arm.
alpha – angle of the shear reinforcement with the member axis (see figure 44.2.3.1.a EHE).
theta – angle between the concrete compressed struts and the member axis (figure 44.2.3.1.a EHE).
AsPas – Area of tensioned longitudinal steel rebars anchored at a distance greater than the effective depth of the section.
fyd – reinforcing steel design yield strength (clause 38.3 of EHE).
AsAct – Area of tensioned longitudinal prestressed steel anchored at a distance greater than the effective depth of the section.
fpd – design value of prestressing steel strength (clause 38.6 of EHE).
sgxd – design value of normal stress at the centre of gravity of the section parallel to the main axis of the member. Calculated assuming NON CRACKED concrete (clause 44.2.3.2).
sgyd – design value of normal stress at the centre of gravity of the section parallel to shear force Vd. Calculated assuming NON CRACKED concrete (clause 44.2.3.2).
AsTrsv – transverse reinforcement area.
fydTrsv – design yield strength of the transverse reinforcement.

materials.ehe.EHE_limit_state_checking.getVu2EHE08NoAt(M, Mfis, fcv, fck, gammaC, I, S, alphaL, Ncd, Ac, b0, d, AsPas, AsAct)¶

getVu2EHE08NoAt(M,Mfis,fcv,fck,gammaC,I,S,alphaL,Ncd,Ac,b0,d,AsPas,AsAct) [units: N, m, rad]. Return the value of Vu2: (shear strength at failure due to tensile force in the web) for members WITHOUT shear reinforcement, according to clauses 44.2.3.2.1.1 y 44.2.3.2.1.2 of EHE-08.

Parameters:

M – Bending moment in the section.
Mfis – Cracking moment of the section calculated using fct,d= fct,k/gammaC in the same plane that M.
fcv – effective concrete shear strength. For members without shear reinforcement fcv= min(fck,60MPa). For members with shear reinforcement fcv= min(fck,100MPa). In both cases, if concrete quality control is not direct fcv= 15 MPa.
fck – concrete characteristic compressive strength.
gammaC – Partial safety factor for concrete.
Ncd – design value of axial force in concrete (positive if in tension).
Ac – concrete section total area.
b0 – net width of the element according to clause 40.3.5.
d – effective depth (meters).
AsPas – Area of tensioned longitudinal steel rebars anchored at a distance greater than the effective depth of the section.
AsAct – Area of tensioned longitudinal prestressed steel anchored at a distance greater than the effective depth of the section.

materials.ehe.EHE_limit_state_checking.getVu2EHE08NoAtNoFis(fctd, I, S, b0, alphal, Ncd, Ac)¶

getVu2EHE08NoAtNoFis(fctd,I,S,b0,alphal,Ncd,Ac) [units: N, m, rad].: Return the value of Vu2 (shear strength at failure due to tensile force in the web) according to clause 44.2.3.2.1.1 of EHE-08.

Parameters:

fctd – design tensile strength of the concrete.
I – Moment of inertia of the section with respect of its centroid.
S – First moment of the section above the center of gravity.
b0 – net width of the element according to clause 40.3.5.
alphal – coeficiente que, en su caso, introduce el efecto de la transferencia.
Ncd – design value of axial force in concrete (positive if in tension).
Ac – concrete section total area.

materials.ehe.EHE_limit_state_checking.getVu2EHE08NoAtSiFis(fcv, fcd, gammaC, Ncd, Ac, b0, d, AsPas, AsAct)¶

getVu2EHE08NoAtSiFis(fcv,fcd,gammaC,Ncd,Ac,b0,d,AsPas,AsAct) [units: N, m]: Return the value of Vu2 (shear strength at failure due to tensile force in the web) for members WITHOUT shear reinforcement in cracked regions, according to clause 44.2.3.2.1.2 of EHE-08.

Parameters:

fcv – effective concrete shear strength. For members without shear reinforcement fcv= min(fck,60MPa). For members with shear reinforcement fcv= min(fck,100MPa). In both cases, if concrete quality control is not direct fcv= 15 MPa.
fcd – design value of concrete compressive strength).
gammaC – Partial safety factor for concrete.
Ncd – design value of axial force in concrete (positive if in tension).
Ac – concrete section total area.
b0 – net width of the element according to clause 40.3.5.
d – effective depth (meters).
AsPas – Area of tensioned longitudinal steel rebars anchored at a distance greater than the effective depth of the section.
AsAct – Area of tensioned longitudinal prestressed steel anchored at a distance greater than the effective depth of the section.

materials.ehe.EHE_limit_state_checking.getVu2EHE08SiAt(fcv, fcd, fyd, gammaC, Ncd, Ac, b0, d, z, AsPas, AsAct, AsTrsv, alpha, theta, Nd, Md, Vd, Td, Es, Ep, Fp, Ae, ue, circular=False)¶

getVu2EHE08SiAt(fcv,fcd,fyd,gammaC,Ncd,Ac,b0,d,z,AsPas,AsAct,AsTrsv, alpha, theta,Nd,Md,Vd,Td,Es,Ep,Fp,Ae,ue) [units: N, m, rad].: Return the value of Vu2 (shear strength at failure due to tensile force in the web) for members WITH shear reinforcement, according to clause 44.2.3.2.2 of EHE-08.

Parameters:

fcv – effective concrete shear strength. For members without shear reinforcement fcv= min(fck,60MPa). For members with shear reinforcement fcv= min(fck,100MPa). In both cases, if concrete quality control is not direct fcv= 15 MPa.
fcd – design value of concrete compressive strength.
fyd – design yield strength of the transverse reinforcement.
gammaC – Partial safety factor for concrete.
Ncd – design value of axial force in concrete (positive if in tension).
Ac – concrete section total area.
b0 – net width of the element according to clause 40.3.5.
d – effective depth (meters).
z – Lever arm.
AsPas – Area of tensioned longitudinal steel rebars anchored at a distance greater than the effective depth of the section.
AsAct – Area of tensioned longitudinal prestressed steel anchored at a distance greater than the effective depth of the section.
AsTrsv – transverse reinforcement area.
alpha – angle of the transverse reinforcement with the axis of the part.
theta – angle between the concrete compressed struts and the member axis (figure 44.2.3.1.a EHE).
Nd – Design value of axial force (positive if in tension)
Md – Absolute value of design value of bending moment.
Vd – Absolute value of effective design shear (clause 42.2.2).
Td – design value of torsional moment.
Es – reinforcing steel elastic modulus.
Ep – prestressing steel elastic modulus.
Fp – Prestressing force on the section (positive if in tension).
Ae – Area enclosed by the middle line of the effective hollow section.
ue – Perimeter of the middle line of the effective hollow section.
circular – if true we reduce the efectiveness of the shear reinforcement due to the transverse inclination of its elements.

materials.ehe.EHE_limit_state_checking.getVu2SIN(fck, Nd, Ac, b0, d, AsPas, fyd, AsAct, fpd)¶

Return the value of Vu2 (shear strength at failure due to tensile force in the web): for members WITHOUT shear reinforcement, according to clause 44.2.3.2.1 of EHE (1998).

Parameters:

fck – concrete characteristic compressive strength.
Nd – axial force design value (positive if in tension).
Ac – concrete section total area.
b0 – net width of the element according to clause 40.3.5.
d – effective depth (meters).
AsPas – Area of tensioned longitudinal steel rebars anchored at a distance greater than the effective depth of the section.
fyd – reinforcing steel design yield strength (clause 38.3 EHE).
AsAct – Area of tensioned longitudinal prestressed steel anchored at a distance greater than the effective depth of the section.
fpd – design value of prestressing steel strength (clause 38.6 EHE).

materials.ehe.EHE_limit_state_checking.getVuEHE08SiAt(fck, fcv, fcd, fyd, gammaC, Ncd, Ac, b0, d, z, AsPas, AsAct, AsTrsv, alpha, theta, Nd, Md, Vd, Td, Es, Ep, Fp, Ae, ue)¶

def getVuEHE08SiAt(fck,fcv,fcd,fyd,gammaC,Ncd,Ac,b0,d,z,AsPas,AsAct,AsTrsv, alpha, theta,Nd,Md,Vd,Td,Es,Ep,Fp,Ae,ue) [units: N, m, rad] Return the value of Vu (section shear strength) for members WITH shear reinforcement, according to clause 44.2.3.2.2 of EHE-08.

Parameters:

fck – characteristic value of concrete compressive strength.
fcv –

effective concrete shear strength. For members without

shear reinforcement fcv= min(fck,60MPa). For members with shear reinforcement fcv= min(fck,100MPa).

In both cases, if concrete quality control is not direct fcv= 15 MPa.
fcd – design value of concrete compressive strength.
fyd – design yield strength of the transverse reinforcement.
gammaC – Partial safety factor for concrete.
Ncd – design value of axial force in concrete (positive if in tension).
Ac – concrete section total area.
b0 – net width of the element according to clause 40.3.5.
d – effective depth (meters).
z – Lever arm.
AsPas – Area of tensioned longitudinal steel rebars anchored at a distance greater than the effective depth of the section.
AsAct – Area of tensioned longitudinal prestressed steel anchored at a distance greater than the effective depth of the section.
AsTrsv – transverse reinforcement area.
alpha – angle of the transverse reinforcement with the axis of the part.
theta – angle between the concrete compressed struts and the member axis (figure 44.2.3.1.a EHE).
Nd – Design value of axial force (positive if in tension)
Md – Absolute value of design value of bending moment.
Vd – Absolute value of effective design shear (clause 42.2.2).
Td – design value of torsional moment.
Es – reinforcing steel elastic modulus.
Ep – prestressing steel elastic modulus.
Fp – Prestressing force on the section (positive if in tension).
Ae – Area enclosed by the middle line of the effective hollow section.
ue – Perimeter of the middle line of the effective hollow section.

materials.ehe.EHE_limit_state_checking.printRebarCrackControlParameters()¶: Prints crack control parameters of a bar.

materials.ehe.EHE_limit_state_checking.shearBetweenWebAndFlangesStrength(fck, gammac, hf, Asf, Sf, fyd)¶

Return the shear strength (kN/m) in the flange web contact by unit length according to clause 4.3.2.5 of Eurocode 2

Parameters: :param fck: concrete characteristic compressive strength (Pa). :param gammac: Partial safety factor for concrete. :param hf: flange thickness (m) :param Asf: reinforcement that cross the section by unit length (m2) :param Sf: spacement of the rebars that cross the section (m) :param fyd: design yield strength (Pa)

materials.ehe.EHE_limit_state_checking.shearExploitationRatioe(fck, fcd, Nd, Ac, b0, d, z, alpha, theta, AsPas, fyd, AsAct, fpd, sgxd, sgyd, AsTrsv, fydTrsv, Vrd)¶: Shear exploitation ratio.

materials.ehe.EHE_limit_state_checking.shearOK(fck, fcd, Nd, Ac, b0, d, z, alpha, theta, AsPas, fyd, AsAct, fpd, sgxd, sgyd, AsTrsv, fydTrsv, Vrd)¶: Check shear.

Materials according to EHE code¶

EHE materials¶

EHE limit state checking¶

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