ArchBridgeRoughModelBase

arch_bridge_simple_model

class rough_calculations.arch_bridge_simple_model.ArchBridgeRoughModel(L, d)

Bases: rough_calculations.arch_bridge_rough_base.ArchBridgeRoughModelBase

Arch bridge simple model

getMmaxQconc(Qconc)

maximum bending moment in a parabolic three hinged arch produced by concentrated live forces placed at quarterspans The bending moment is maximum at the quarterpoints

getQconcCompStress(Qconc, A)

Approximation of the compressive stress in a section of the three hinged arch with area=A, due to a two concentrated loads in quarterpoints. for simplicity, it’s considered the compressive force at the midspan (H, that, in turn, i equal to the horizontal reaction at the abutment) as an approximation for the compressive force in the arch at any location

getQconcHabtm(Qconc)

Horizontal reaction at each abutment of a three hinged arch due to a two concentrated loads in quarterpoints

getQconcVabtm(Qconc)

Vertical reaction at each abutment of a three hinged arch due to two concentrated loads in quarterpoints

getQunfCompStress(qunif, A)

Approximation of the compressive stress in a section of the arch with area=A, due to a uniform load qunif. for simplicity, it’s considered the compressive force at the midspan (H, that, in turn, i equal to the horizontal reaction at the abutment) as an approximation for the compressive force in the arch at any location

masonryVault

class rough_calculations.masonryVault.FillingCharacteristics(a=0.5235987755982988, c=0.0, mp=0.33, mc=0.01, alpha=0.726, beta=6.095, swFill=18000.0, swSupStr=20000.0, fillThick=9, eqThickRoad=0.5)

Bases: object

alpha = 0.726

angPhi = 0.5235987755982988

beta = 6.095

cohesion = 0

eqThickRoad = 0.5

fillThick = 9

getKc()

getKp()

coefficient de poussée des terres

mc = 0.01

mp = 0.33

printResults()

swFill = 18000.0

swSupStr = 20000.0

class rough_calculations.masonryVault.archGeometry(coefPolArch=[0, 0, 0, 0], XRot=[0, 0, 0, 0], arcThick=0, arcSpan=15, arcEffL=4)

Bases: object

Geometric definition of the arc:

ivar coefPolArch=[f,j,k,r]:  Coefficients of polynomial y=fx^4+jx^3+kx^2+rx+u (u=0) ivar XRot=[xA,xB,xC,xD]:  X coordinates of the rotules A,B,C,D [m] ivar arcThick:arch thickness [m] ivar arcSpan:arch span [m] ivar arcEffL:effective arch width [m]

aux1(x1, x0)

Aux function.

aux2(x2)

Aux function.

calcGamma(x)

Angle of tangent to arc at x.

check(x_i, y_i)

checkAbscissa(x)

getDistxAB()

getDistxAC()

getDistxBD()

getGammaD()

angle at rotule D

getS()

Rise to span ratio.

getYKeystone()

Y coordinate in keystone of arch (at arcSpan/2)

getYRot()

YRot=[yA,yB,yC,yD]: Y coordinate of rotules A,B,C,D [m]

plot()

Draws the arc and the hinges in matplotlib.

printResults()

yAxis(x)

Polynomial intevrpolation for arc’s axis.

rough_calculations.masonryVault.calcE6p27(X, qrep, L, LR, v, l, a, b, hA, hB, hC, hD, xA)

Grandeur E pour le changement de variable selon l’equation 6.27

rough_calculations.masonryVault.calcF6p28(R, LR, a, b, eta, phiS, etaW, psiT, MA, MB, MC, RzB, RzD, hA, hB, hC, hD)

Grandeur F pour le changement de variable selon l’equation 6.28

rough_calculations.masonryVault.calcG6p29(X, qrep, L, LR, v, l, a, b, hA, hB, hC, hD, xA, gammaD)

Grandeur G pour le changement de variable selon l’equation 6.29

rough_calculations.masonryVault.calcH6p30(LR, a, eta, psi, phiS, etaW, MA, MB, MC, RzB, hA, hB, hC, hD, gammaD)

Grandeur H pour le changement de variable selon l’equation 6.30

rough_calculations.masonryVault.calcHA6p19(n, X, qrep, L, LR, v, l, a, b, hA, hB, hC, hD, xA, etaW, MA, MB, MC, RzB, phiS)

Effort horizontal dans la rotule A selon l’equation 6.19

Parameters:

• n – Multiplicateur limite des charges utiles (voir 6.32)
• qrep – charge repartie

rough_calculations.masonryVault.calcHB6p21(n, X, qrep, L, LR, v, l, a, b, hA, hB, hC, hD, xA, etaW, MA, MB, MC, RzB, phiS, R)

Effort horizontal dans la rotule B selon l’equation 6.21

Parameters:

• n – Multiplicateur limite des charges utiles (voir 6.32)
• qrep – charge repartie
• R – Resultante de la force horizontale (voir 6.12 et A 12.1)

rough_calculations.masonryVault.calcVA6p20(n, X, qrep, L, LR, v, l, a, b, hA, hB, hC, hD, xA, etaW, MA, MB, MC, RzB, phiS)

Effort vertical dans la rotule A selon l’equation 6.20

Parameters:

• n – Multiplicateur limite des charges utiles (voir 6.32)
• qrep – charge repartie

rough_calculations.masonryVault.calcVB6p22(n, X, qrep, L, LR, v, l, a, b, hA, hB, hC, hD, xA, etaW, MA, MB, MC, RzB, phiS, eta)

Effort vertical dans la rotule B selon l’equation 6.22

Parameters:

• n – Multiplicateur limite des charges utiles (voir 6.32)
• qrep – charge repartie

rough_calculations.masonryVault.calcn6p32(alpha, beta, d, v, E, F, G, H)

Multiplicateur de la charge utile.

rough_calculations.masonryVault.diagInteraction(N, d, v, alpha, beta)

Moment de flexion qui correspond au axil N au diagramme d’interaction.

rough_calculations.masonryVault.getAdmissibleAxialForce(S)

Normal axial force as in table 8.1.

rough_calculations.masonryVault.lQtrans(a, delta, hRcle)

Longueur participante pour la charge transversale (voir eqs. 6.16 et 6.17).

class rough_calculations.masonryVault.permLoadResult(gm, fc)

Bases: object

Permanent load resultants

fc = <rough_calculations.masonryVault.FillingCharacteristics object>

getEta()

Résultante des charges permanentes sur l’overture active de l’arc (fig. 6.9) [N]

getEtaW()

getPhi()

résultante des charges permanentes solicitant la portion d’arc comprise entre les rotules A et C (fig. 6.9) [N]

getPhiS()

moment de flexion induit par la résultante phi de la charge permanente entre A et C, par rapport à la rotule C (fig. 6.9) [Nm]

getPsi()

résultante des charges permanentes solicitant la portion d’arc comprise entre les rotules D et B (fig. 6.9) [N]

getPsiT()

moment de flexion induit par la résultante psi de la charge permanente entre D et B, par rapport à la rotule D (fig. 6.9) [Nm]

getR()

résultant de la poussée laterale entre les rotules B et D [N]

getRzB()

moment de flexion induit par la résultant de la poussée laterale entre les rotules B et D, par rapport à la rotule B [Nm]

getRzD()

moment de flexion induit par la résultant de la poussée laterale entre les rotules B et D, par rapport à la rotule D [Nm]

gm = <rough_calculations.masonryVault.archGeometry object>

printResults(fillChar)

class rough_calculations.masonryVault.resistance(Nadmis, gm, fc, tl, plR, tlR)

Bases: object

getE()

getF()

getG()

getH()

getHA()

Effort horizontal dans la rotule A.

getHB()

Effort horizontal dans la rotule B.

getMadmis()

Moment de flexion admis (voir 5.17 et A 7.15) [Nm]

getMinimFunc(x)

getSafCoef()

Safety coefficient - Multiplicateur limite des charges utiles (voir 6.32)

getVA()

Effort vertical dans la rotule A.

getVB()

Effort vertical dans la rotule B.

minimize()

printResults()

class rough_calculations.masonryVault.trafficLoad(delta=0.5235987755982988, fillThickKeys=1.5, Q=160000, qrep=5000.0)

Bases: object

Q = 160000

delta = 0.5235987755982988

fillThickKeys = 1.5

qrep = 5000.0

class rough_calculations.masonryVault.trafficLoadResult(gm, tl)

Bases: object

Traffic load resultants

getX()

Charge de trafic ponctuelle aprés diffusion longitudinale et transversale (voir 6.18) [Pa]

getlQt()

getqtrans()

Charge de trafic uniformemente [N/m] répartie après diffussion transversale (voir 6-15)

getvQt()

gm = <rough_calculations.masonryVault.archGeometry object>

printResults()

tl = <rough_calculations.masonryVault.trafficLoad object>

rough_calculations.masonryVault.vQtrans(v, delta, hRcle)

Largeur participante pour la charge transversale (voir 6.5 et figure 6.13).

cable_stayed_bridge_simple_model

class rough_calculations.cable_stayed_bridge_simple_model.CableStayedBridgeRoughModel(l1)

Cable stayed bridge simple model

getHCable(q, theta)

Horizontal reaction at tower due to the cable.

getNCable(q, theta)

Axial force in a cable theta: angle of the cable with the deck.

getVCable(q)

Vertical reaction at tower due to the cable.

T_beam_bridges_rough_calc

rough_calculations.T_beam_bridges_rough_calc.loadDistrCourbon(P, e, distGirdAx)

Estimates the distribution of the live loads among the longitudinal girders according to the Courbon’s theory. In this method the effect of the variation of span is not at all considered. All the longitudinal beams are considered identical.

Parameters:

• P – total live load
• e – eccentricity (+ or -) from the axis of the bridge of the live load (or COG of loads in case of multiple loads)
• n – number of longitudinal girders
• distGirdAx – list with the distances (+ or -)of all the girders from the axis of the bridge

return list of reactions for each of the longitudinal girders

flechas_vigas

rough_calculations.flechas_vigas.deflCantBeamMend(l, EI, M)

Maximum deflection in a cantilever beam with a couple moment at the free end

rough_calculations.flechas_vigas.deflCantBeamPconcentr(l, EI, P, a)

Maximum deflection in a cantilever beam with a concentrated load at any point

rough_calculations.flechas_vigas.deflCantBeamQunif(l, EI, q)

Maximum deflection in a cantilever beam with a uniformly distributed load

rough_calculations.flechas_vigas.deflSimplSupBeamMend(l, EI, M)

Maximum deflection in a beam simply supported at ends with a couple moment at the right end

rough_calculations.flechas_vigas.deflSimplSupBeamPconcentr(l, EI, P, b)

Maximum deflection in a beam simply supported at ends with a concentrated load at any point

rough_calculations.flechas_vigas.deflSimplSupBeamQunif(l, EI, q)

Maximum deflection in a beam simply supported at ends with a uniformly distributed load

rough_calculations.flechas_vigas.getFlechaVigaBiapQUnif(l, EI, q)

Devuelve la flecha en el centro de vano de una viga biapoyada bajo carga uniforme l: Luz entre apoyos. EI: Rigidez a flexión. q: Load per unit length (uniform).

nb_poussee_terres

class rough_calculations.nb_poussee_terres.KreyEarthPressurUnderConcentratedLoad(P, a, fi)

Bases: object

P = None

Q = None

a = None

b = None

fi = None

getLateralPressure(y, z)

getRatioY(y, z)

getRatioZ(y, z)

getZLimInf()

getZLimSup()

p_max = None

ng_beam

class rough_calculations.ng_beam.Beam(E=1.0, I=1.0, l=1.0)

Bases: object

EI()

ng_cantilever

class rough_calculations.ng_cantilever.Cantilever(E=1.0, I=1.0, l=1.0)

Bases: rough_calculations.ng_beam.Beam

getBendingMomentUnderConcentratedLoad(P, a, x)

getBendingMomentUnderUniformLoad(q, x)

getDeflectionUnderConcentratedLoad(P, a, x)

getReactionUnderConcentratedLoad(P, a)

getReactionUnderUniformLoad(q)

getShearUnderConcentratedLoad(P, a, x)

getShearUnderUniformLoad(q, x)

ng_concrete_slab

class rough_calculations.ng_concrete_slab.ConcreteSlab(l, L, thickness)

Bases: object

Concrete slab preliminary structural calculations

class rough_calculations.ng_concrete_slab.FourSidesPinnedConcreteSlab(l, L, thickness)

Bases: rough_calculations.ng_concrete_slab.ConcreteSlab

Four sides pinned concrete slab preliminary structural calculations

getMMax(p)

Returns maximum bending moment under the load p

Parameters:p – Total load over the slab.

Note

Formulas from Yvon Lescouarc’h ingénieur.

predimThickness(p)

Returns thickness for a four side supported slab

Parameters:p – Total load over the slab (N/m2).

Note

Formulas from Yvon Lescouarc’h ingénieur.

ng_esf_pilares

rough_calculations.ng_esf_pilares.getAreaInfluenciaPilar(L1, L2, L3, L4)

Área de influencia de un pilar a partir de las luces de los vanos anejos ver «Números gordos en el proyecto de estructuras» page 44

ng_pinned_fixed_beam

class rough_calculations.ng_pinned_fixed_beam.PinnedFixedBeam(E=1.0, I=1.0, l=1.0)

Bases: rough_calculations.ng_beam.Beam

getBendingMomentUnderConcentratedLoad(P, a, x)

getBendingMomentUnderUniformLoad(q, x)

getBendingMomentUnderUniformLoadPartiallyDistributed(q, a, b, x)

getDeflectionUnderConcentratedLoad(P, a, x)

getDeflectionUnderUniformLoad(q, x)

getReaction1UnderConcentratedLoad(P, a)

getReaction1UnderUniformLoadPartiallyDistributed(q, a, b)

getReaction2UnderConcentratedLoad(P, a)

getReaction2UnderUniformLoadPartiallyDistributed(q, a, b)

getReactionUnderUniformLoad(q)

getShearUnderConcentratedLoad(P, a, x)

getShearUnderUniformLoad(q, x)

getShearUnderUniformLoadPartiallyDistributed(q, a, b, x)

rough_calculations.ng_pinned_fixed_beam.macaulay(x, a, n=0)

ng_prestressed_concrete

Rough calculations related to prestressed concrete (geometry, losses of prestress, …)

rough_calculations.ng_prestressed_concrete.loss_elastic_shortening_concr(Ac, Ic, Ec, Ep, Ap, ec_p, sigma_p_0, M_sw)

return a rough estimation of the loss of prestress in a section due to elastic shortening of concrete.

Parameters:

• Ac – cross-section area of concrete
• Ic – moment of inertia of the concrete cross-section
• Ec – modulus of elasticity of concrete
• Ep – modulus of elasticity of prestressing steel
• Ap – area of prestressing steel
• ec_p – eccentricity of tendon (with respect to COG of concrete section)
• sigma_p_0 – initial stress in tendon
• M_sw – bending moment in the section due to self weight

rough_calculations.ng_prestressed_concrete.loss_friction(s, sigma_p_0, alpha_unit, mu, unint_dev)

return a rough estimation of the loss of prestress due to friction.

Parameters:

• s – cable length from start to section considered
• sigma_p_0 – initial stress in tendon
• alpha_unit –

  mean angular deviation per unit lenght. E.g.: Assimilating the parabolic profile of the cable to a circular profile the angular deviation is constant in the beam length and can be expressed as:

  8*eccentricity_mid_span/Lbeam**2

• unint_dev – unintentional angular deviation per unit length

class rough_calculations.ng_prestressed_concrete.prestressingWire(p0, p1, p2, x0, xL, y)

Bases: object

alpha(x)

curvature(x)

getForce(x, P)

getIntegratedU(P)

getL()

getPoint(x)

getU(x, P)

trace = None

x0 = 0.0

xL = 1.0

y = 0.0

z(x)

rough_calculations.ng_prestressed_concrete.sigma_concr_tendon_lev(Ac, Ic, Ec, Ep, Ap, ec_p, sigma_p_0, M_sw)

return a rough estimation of the stress in concrete at the level of the tendon.

Parameters:

• Ac – cross-section area of concrete
• Ic – moment of inertia of the concrete cross-section
• Ec – modulus of elasticity of concrete
• Ep – modulus of elasticity of prestressing steel
• Ap – area of prestressing steel
• ec_p – eccentricity of tendon (with respect to COG of concrete section)
• sigma_p_0 – initial stress in tendon
• M_sw – bending moment in the section due to self weight

ng_punzonamiento

rough_calculations.ng_punzonamiento.esfuerzoPunzonamiento(qk, A)

Estimación del esfuerzo de punzonamiento en la losa sobre un pilar (HL.3 números gordos)

Parameters:

• qk – carga uniforme total característica sobre la losa o forjado
• A – área de influencia del pilar.

rough_calculations.ng_punzonamiento.punzMaximo(fck, d, a, b)

Estimate of the strut strength in the section at the intersection of the support contour with the deck (HL.3 números gordos) (Interpreto que este es el punzonamiento máximo si no vamos a disponer reinforcement de punzonamiento) Si el esfuerzo de punzonamiento es mayor habrá que:

• Aumentar la escuadría del pilar (lo más barato)
• Aumentar el depth de la losa (lo más efectivo)
• Mejorar la resistencia del hormigón

Parameters:

• fck – characteristic strength of concrete (N/m2)
• d – effective depth of the floor deck (m)
• a,b – dimensions of the column (m)

Result is expressed in N

rough_calculations.ng_punzonamiento.reinforcementPunz(Vd, fck, d, a, b, h, fyd)

Estimate the punching reinforcement area

computed at the critical perimeter defined to occur at d/2 from the column faces (HL.3 números gordos)

param Vd:Desing value of the punching shear (N) param fck:characteristic strength of concrete (N/m2) param fyd:design value of reinforcement steel yield strength (Pa). param d:effective depth of the floor deck (m) param h:slab depth (m). param a,b:dimensions of the column (m)

Result is expressed in m2/m

ng_rc_section

class rough_calculations.ng_rc_section.RCSection(tensionRebars, concrete, b, h)

Bases: object

b = 0.25

concrete = C25-30

getAsMinFlexion()

getAsMinTraction()

getMR()

getVR(Nd, Md)

h = 0.25

setArmature(tensionRebars)

tensionRebars = None

writeResultCompression(outputFile, Nd, AsTrsv)

Results for compressed rebars.

Parameters:AsTrsv – Rebar area in transverse direction.

writeResultFlexion(outputFile, Nd, Md, Vd)

writeResultStress(outputFile, M)

Cheking of stresses under permanent loads (SIA 262 fig. 31)

writeResultTraction(outputFile, Nd)

ng_rebar_def

class rough_calculations.ng_rebar_def.DoubleRebarFamily(f1, f2)

Bases: object

d(epaisseur)

getAs()

getAsMinFlexion(concrete, epaisseur)

getAsMinTraction(concrete, epaisseur)

getBasicAnchorageLength(concrete)

getCopy(exigenceFissuration)

getDefStrings()

getEcartement()

getEffectiveCover()

returns the effective cover of the rebar family.

Returns the distance between the surface of the concrete and the centroid of the rebars family.

getExigenceFissuration()

getMR(concrete, b, epaisseur)

getVR(concrete, Nd, Md, b, epaisseur)

writeDef(outputFile, concrete)

class rough_calculations.ng_rebar_def.FamNBars(steel, n, diam, ecartement, concreteCover)

Bases: rough_calculations.ng_rebar_def.RebarFamily

n = 2

writeDef(outputFile, concrete)

class rough_calculations.ng_rebar_def.RebarFamily(steel, diam, ecartement, concreteCover, exigenceFissuration='B')

Bases: object

d(epaisseur)

getAs()

getAsMinFlexion(concrete, epaisseur)

getAsMinTraction(concrete, epaisseur)

getBarArea()

getBasicAnchorageLength(concrete)

getCopy(exigenceFissuration)

getDefStr()

getDefStrings()

getDiam()

getEffectiveCover()

returns the effective cover of the rebar family.

Returns the distance between the surface of the concrete and the centroid of the rebars family.

getExigenceFissuration()

getMR(concrete, b, epaisseur)

getNumBarsPerMeter()

getT()

getVR(concrete, Nd, Md, b, epaisseur)

minDiams = 50

writeDef(outputFile, concrete)

rough_calculations.ng_rebar_def.writeF(outputFile, text, F)

rough_calculations.ng_rebar_def.writeRebars(outputFile, concrete, famArm, AsMin)

ng_retaining_wall

class rough_calculations.ng_retaining_wall.InternalForces(y, mdMax, vdMax, MdSemelle, VdSemelle)

Bases: object

Internal forces for a retaining wall obtained.

Md(yCoupe)

Bending moment (envelope) at height yCoupe.

MdEncastrement(footingThickness)

Bending moment (envelope) at stem base.

Vd(yCoupe)

Shear (envelope) at height yCoupe.

VdEncastrement(epaisseurEncastrement)

Shear force (envelope) at stem base.

clone()

getYVoile(hCoupe)

interpolate()

writeGraphic(fileName)

Draws a graphic of internal forces (envelopes) in the wall stem.

class rough_calculations.ng_retaining_wall.RetainingWall(name='prb', concreteCover=0.04, stemBottomWidth=0.25, stemTopWidth=0.25, footingThickness=0.25)

Bases: model.geometry.retaining_wall_geometry.CantileverRetainingWallGeometry

Cantilever retaining wall.

b = 1.0

createBackFillPressures(pressureModel, Delta=0.0)

Create backfill earth pressures over the wall.

Parameters:pressureModel – (obj) earth pressure model for the backfill.

createDeadLoad(heelFillDepth, toeFillDepth, rho=2000, grav=9.81)

Create the loads of earth self weigth.

createEarthPressureLoadOnHeelEnd(pressureModel)

Create the loads of the earth pressure over the vertical face at the end of the heel.

Parameters:pressureModel – (obj) earth pressure model.

createEarthPressureLoadOnStem(pressureModel, vDir=<xc.Vector object>, Delta=0.0)

Create the loads of the earth pressure over the stem.

Parameters:

• pressureModel – (obj) earth pressure model.
• vDir – (xc.Vector) direction for the pressures.

createEarthPressureLoadOnToeEnd(pressureModel)

Create the loads of the earth pressure over the vertical face at the end of the toe.

Parameters:pressureModel – (obj) earth pressure model.

createFEProblem(title)

createFrontFillPressures(pressureModel, Delta=0.0)

Create front fill earth pressures over the wall.

Parameters:pressureModel – (obj) earth pressure model for the backfill.

createLoadOnTopOfStem(loadVector)

Create a loac acting on the node at the top of the stem.

Parameters:loadVector – (vector) vector defining the load.

createPressuresFromLoadOnBackFill(loadOnBackFill, Delta=0.0)

Create the pressures on the stem and on the heel dues to a load acting on the backfill.

Parameters:loadOnBackFill – (obj) load acting on the backfill.

createSelfWeightLoads(rho=2500, grav=9.81)

Create the loads of the concrete weight.

createVerticalLoadOnHeel(loadOnBackFill)

Create the loads over the heel dues to a load acting on the backfill.

Parameters:loadOnBackFill – (obj) load acting on the backfill.

drawSchema(pth)

Retaining wall scheme drawing in LaTeX format.

genMesh(nodes, springMaterials)

getBasicAnchorageLength(index)

Returns basic anchorage length for the reinforcement at “index”.

getBearingPressureSafetyFactor(R, foundationSoilModel, toeFillDepth, q=0.0)

Return the factor of safety against bearing capacity of the soil.

Parameters:

• toeFillDepth – (float) depht of the soil filling over the toe.
• q – (float) uniform load over the filling.

getEccentricity(R)

Return the eccenctricity of the loads acting on the retaining wall.

Parameters:R – (SlidingVectorsSystem3d) resultant of the loads acting on the retaining wall.

getEnvelopeInternalForces(envelopeMd, envelopeVd, envelopeMdHeel, envelopeVdHeel)

getFoundationRotation()

Returns the rotation of the foundation.

getHeelInternalForces()

getMononobeOkabeDryOverpressure(backFillModel, kv, kh, delta_ad=0, beta=0, Kas=None, g=9.81)

Return overpressure due to seismic action according to Mononobe-Okabe

Parameters:

• backFillModel – back fill terrain model
• kv – seismic coefficient of vertical acceleration.
• kh – seismic coefficient of horizontal acceleration.
• delta_ad – angle of friction soil - structure.
• beta – slope inclination of backfill.

getOverturningSafetyFactor(R, gammaR)

Return the factor of safety against overturning.

Parameters:

• R – (SlidingVectorsSystem3d) resultant of the loads acting on the retaining wall.
• gammaR – (float) partial resistance reduction factor.

getReactions()

Return the reactions on the foundation.

getSection1()

Returns RC section for armature in position 1.

getSection11()

Returns RC section for armature in position 11.

getSection2(y)

Returns RC section for armature in position 2.

getSection3()

Returns RC section for armature in position 3.

getSection4()

Returns RC section for armature in position 4.

getSection6()

Returns RC section for armature in position 6.

getSection7()

Returns RC section for armature in position 7.

getSection8()

Returns RC section for armature in position 8.

getSlidingSafetyFactor(R, gammaR, foundationSoilModel)

Return the factor of safety against sliding.

Parameters:

• R – (SlidingVectorsSystem3d) resultant of the loads acting on the retaining wall.
• gammaR – partial resistance reduction factor.
• foundationSoilModel – (FrictionalCohesionalSoil) soil model.
• gammaMPhi – (float) partial reduction factor for internal friction angle of the soil.
• gammaMc – (float) partial reduction factor for soil cohesion.

getStemInternalForces()

getStemYCoordinates()

performSLSAnalysis(combinations)

performStabilityAnalysis(combinations, foundationSoilModel)

performULSAnalysis(combinations)

resultComb(nmbComb)

Solution and result retrieval routine.

setSLSInternalForcesEnvelope(wallInternalForces)

Assigns the serviceability limit state infernal forces envelope for the stem.

setULSInternalForcesEnvelope(wallInternalForces)

Assigns the ultimate limit state infernal forces envelope for the stem.

writeDef(pth, outputFile)

Write wall definition in LaTeX format.

writeResult(pth)

Write reinforcement verification results in LaTeX format.

class rough_calculations.ng_retaining_wall.RetainingWallReinforcement(concreteCover=0.04, steel=B500B)

Bases: dict

Simplified reinforcement for a cantilever retaining wall.

getArmature(index)

Return armature at index.

setArmature(index, armature)

Assigns armature.

class rough_calculations.ng_retaining_wall.WallSLSResults(internalForces, rotation, rotationComb)

Bases: rough_calculations.ng_retaining_wall.WallULSResults

writeOutput(outputFile, name)

Write results in LaTeX format.

class rough_calculations.ng_retaining_wall.WallStabilityResults(wall, combinations, foundationSoilModel, gammaR=1)

Bases: object

writeOutput(outputFile, name)

Write results in LaTeX format.

class rough_calculations.ng_retaining_wall.WallULSResults(internalForces)

Bases: object

rough_calculations.ng_retaining_wall.filterRepeatedValues(yList, mList, vList)

ng_simple_beam

Simple beam formulas.

class rough_calculations.ng_simple_beam.SimpleBeam(E=1.0, I=1.0, l=1.0)

Bases: rough_calculations.ng_beam.Beam

Beam pinned in both ends.

getBendingMomentUnderConcentratedLoad(P, a, x)

getBendingMomentUnderUniformLoad(q, x)

getBendingMomentUnderUniformLoadPartiallyDistributed(q, a, b, x)

getDeflectionUnderConcentratedLoad(P, a, x)

getDeflectionUnderUniformLoad(q, x)

getReaction1UnderConcentratedLoad(P, a)

getReaction1UnderUniformLoadPartiallyDistributed(q, a, b)

getReaction2UnderConcentratedLoad(P, a)

getReaction2UnderUniformLoadPartiallyDistributed(q, a, b)

getReactionUnderUniformLoad(q)

getShearUnderConcentratedLoad(P, a, x)

getShearUnderUniformLoad(q, x)

getShearUnderUniformLoadPartiallyDistributed(q, a, b, x)

ng_simple_bending_reinforcement

rough_calculations.ng_simple_bending_reinforcement.AsSimpleBending(M, fcd, fsd, b, d)

Return the required reinforcement for a rectangular section

subjected to simple bending.

Parameters:

• M – bending moment to resist.
• fcd – concrete design strength.
• b – section width.
• d – section depth.

rough_calculations.ng_simple_bending_reinforcement.Mlim(fcd, b, d)

rough_calculations.ng_simple_bending_reinforcement.Mu(As, fcd, fsd, b, d)

rough_calculations.ng_simple_bending_reinforcement.neutralFiberDepth(M, fcd, b, d)

ng_tied_arch_simple_model

class rough_calculations.ng_tied_arch_simple_model.TiedArchBridgeRoughModel(L, d)

Bases: rough_calculations.arch_bridge_rough_base.ArchBridgeRoughModelBase

Tied Arch bridge simple model

Variables:

• d – rise (depth) of the arch at midspan
• L – horizontal distance between supports

getAxialForceArch(qunif)

Compressive axial force in the arch due to a uniform load.

Parameters:qunif – uniformly distributed load applied on the deck

getQunfCompStress(qunif, A)

Approximation of the compressive stress in a section of the arch with area=A, due to a uniform load qunif.

getTensionDeck(qunif)

Tension in the deck tie due to a uniform load.

Parameters:qunif – uniformly distributed load applied on the deck

ng_encepados

rough_calculations.ng_encepados.get2PileCapBottomReinforcementReqArea(b, h, L)

Devuelve el área de reinforcement necesaria para los cercos verticales de un encepado de DOS pilotes (ver números gordos HC.9 page 33).

Parameters:

• b – pile cap width.
• h – pile cap thickness.
• L – pile cap length.

rough_calculations.ng_encepados.get2PileCapHorizontalStirrupsReqArea(b, h)

Devuelve el área de reinforcement necesaria para los cercos horizontales de un encepado de DOS pilotes (ver números gordos HC.9 page 33).

Parameters:

• b – pile cap width.
• L – pile cap length.

rough_calculations.ng_encepados.getCantoMinimoEncepado(diam, D)

Return the minimum depth of the pile cap.

Parameters:

• diam – Diámetro de la reinforcement del pilar o del pilote (la que sea mayor).
• D – Diámetro del pilote.

rough_calculations.ng_encepados.getMinimalDistBetweenPileAxes(D)

Return the minimal distance between pile axes.

Parameters:D – Diámetro del pilote.

rough_calculations.ng_encepados.getPileCapBottomReinforcementReqArea(alpha, Nd, fyd)

Devuelve el área necesaria para la reinforcement inferior del encepado.

Parameters:

• alpha – Angle between the concrete compressed struts and the horizontal.
• Nd – Axil de cálculo en el pilote.

rough_calculations.ng_encepados.getTensionOn2PileCapBottomReinforcement(v, d, Nd)

Return the tension in the bottom reinforcement of a pile cap with TWO piles (see números gordos HC.9 page 32).

Parameters:

• v – distance between the column and the pile.
• d – pile cap effective depth.
• Nd – Axil de cálculo en la pila.

rough_calculations.ng_encepados.getTensionOnPileCapBottomReinforcement(alpha, Nd)

Returns the tension in the inferior reinforcement of the pile cap.

Parameters:

• alpha – Angle between the concrete compressed struts and the horizontal.
• Nd – Axil de cálculo en el pilote.

suspension_bridge_simple_model

class rough_calculations.suspension_bridge_simple_model.SuspensionBridgeRoughModel(sag, da, Lm, Lb)

Suspension bridge simple model

getCableAxialForceAtMidSpan(q)

Returns the axial force of the cable at the tower

getCableAxialForceAtTower(q)

Returns the axial force of the cable at the tower

getCableSlopeAtTower(q)

Returns the slope (angle) of the cable at the tower

getHb(q)

Horizontal reaction at tower due to the back span.

getHm(q)

Horizontal reaction at tower due to the main span.

getVanchor(q)

Vertical reaction at anchor.

getVb(q)

Vertical reaction at tower due to the main span.

getVm(q)

Vertical reaction at tower due to the main span.

ng_min_dim_of_abutment_support

rough_calculations.ng_min_dim_of_abutment_support.getBminPontAppuiFixe(l, a, soilClass, quakeZone, bridgeClass)

Returns the minimal dimension of abutment support to avoid the risk of bridge deck falling during a quake. See “Évaluation parasismique des ponts-routes existants” Office féderal des routes page 49). l: Deck length. (Distance between free and fixed abutments). a: expansion joint gap soilClass: A, B, C, D or E. quakeZone: ZI, ZII, ZIIa, ZIIIb bridgeClass: COI, COII, COIII

rough_calculations.ng_min_dim_of_abutment_support.getBminPontFlotant(dAbutFixedPoint, soilClass, quakeZone, bridgeClass)

Returns the minimal dimension of abutment support to avoid the risk of bridge deck falling during a quake. See “Évaluation parasismique des ponts-routes existants” Office féderal des routes page 48). dAbutFixedPoint: Distance between the abutment and the fixed point. soilClass: A, B, C, D or E. quakeZone: ZI, ZII, ZIIa, ZIIIb bridgeClass: COI, COII, COIII

rough_calculations.ng_min_dim_of_abutment_support.getLg(soilClass)

From a length greater than de distance “lg” the soil mouvement can bi consideread as completely uncorrelated.

rough_calculations.ng_min_dim_of_abutment_support.getUgd(soilClass, quakeZone, bridgeClass)

Returns the design value for soil displacement. soilClass: A, B, C, D or E. quakeZone: ZI, ZII, ZIIa, ZIIIb bridgeClass: COI, COII, COIII