EN 1992-1-1:2023 clause map

Generated from the docstrings of eurocodepy.ec2.uls2023: the clause or equation is the one quoted in the first line of each docstring, and each function links to the code reference.

Shear, clause 8.2

Clause / equation	Function	Returns
Eq. (8.30)	uls2023.shear.calc_acs	Return the effective shear span acs = \|MEd/VEd\| ≥ d [m], Eq. (8.30)
Eq. (8.78)	uls2023.shear.calc_as_min_interface	Return the minimum interface reinforcement per length as,min = tmin·fctm/fyk, Eq. (8.78)
Eq. (8.69)	uls2023.shear.calc_asf_sf	Return the flange transverse reinforcement Asf/sf [m²/m], Eq. (8.69)
	uls2023.shear.calc_asw_s	Return the shear reinforcement Asw/s [m²/m] for VEd [kN]
Eq. (8.29)	uls2023.shear.calc_av	Return the mechanical shear span av = √(acs·d/4) [m], Eq. (8.29)
Eq. (8.54)	uls2023.shear.calc_bw_nom	Return the nominal web width bw,nom = bw − kduct·Σφduct [m], Eq. (8.54)
Eqs. (8.50)-(8.52)	uls2023.shear.calc_chord_forces	Return the chord forces Ftd and Fcd [kN], Eqs. (8.50)-(8.52)
	uls2023.shear.calc_cot_theta_crush	Return the largest cot θ that satisfies σcd ≤ ν·fcd, or None
Eq. (8.41); 8.2.3(4)	uls2023.shear.calc_cot_theta_min	Return the upper limit cot θmin of Eq. (8.41), 8.2.3(4)
8.2.3(5)	uls2023.shear.calc_cot_theta_opt	Return cot θ of simultaneous yielding and crushing, 8.2.3(5) NOTE
Eq. (8.36)	uls2023.shear.calc_d_prestressed	Return d of a member with bonded tendons [m], Eq. (8.36)
8.2.1(4)	uls2023.shear.calc_ddg	Return the failure-zone roughness parameter ddg [mm], 8.2.1(4)
Eq. (8.57)	uls2023.shear.calc_delta_m_ed	Return the additional moment ΔMEd [kNm], Eq. (8.57)
Eqs. (8.46)-(8.49)	uls2023.shear.calc_eps_x	Return the average chord strain εx ≥ 0, Eqs. (8.46)-(8.49)
Eq. (8.34)	uls2023.shear.calc_k1	Return k1 of Eq. (8.34): 0,5/acs,0·(ep + d/3)·Ac/(bw·z) ≤ 0,18·Ac/(bw·z)
Eq. (8.31)	uls2023.shear.calc_kvp	Return kvp = 1 + NEd/\|VEd\|·d/(3·acs) ≥ 0,1, Eq. (8.31)
8.2.1(3)	uls2023.shear.calc_lever_arm	Return the lever arm for the shear calculation z = 0,9·d [m] (8.2.1(3))
Eq. (8.50) / (8.61)	uls2023.shear.calc_n_vd	Return the additional tensile force NVd [kN], Eq. (8.50) / (8.61)
Eq. (8.45)	uls2023.shear.calc_nu	Return the strength-reduction factor ν from the strains, Eq. (8.45)
Eq. (8.37)	uls2023.shear.calc_rho_l_prestressed	Return ρl of a member with bonded tendons, Eq. (8.37)
Eq. (8.43)	uls2023.shear.calc_rho_w	Return the shear reinforcement ratio ρw = Asw/(bw·s), Eq. (8.43)
Eq. (8.44) / (8.60)	uls2023.shear.calc_sigma_cd	Return the compression-field stress σcd [MPa], Eq. (8.44) / (8.60)
	uls2023.shear.calc_sigma_swd	Return the stress in the shear reinforcement for cot θ < 1 [MPa]
Eq. (8.18)	uls2023.shear.calc_tau_ed	Return the average shear stress τEd = VEd/(bw·z) [MPa], Eq. (8.18)
Eq. (8.65)	uls2023.shear.calc_tau_ed_flange	Return the longitudinal shear stress web-flange [MPa], Eq. (8.65)
Eq. (8.74)	uls2023.shear.calc_tau_edi	Return τEdi = VEdi/Ai [MPa], Eq. (8.74); v_edi [kN], a_i [m²]
Eq. (8.75)	uls2023.shear.calc_tau_edi_composite	Return τEdi = βnew·VEd/(z·bi) [MPa] for composite action, Eq. (8.75)
	uls2023.shear.calc_tau_rd	Return τRd [MPa]: the lesser of τRd,sy and ν·fcd·(cot θ + cot αw)/(1 + cot²θ)
Eqs. (8.55)/(8.62)	uls2023.shear.calc_tau_rd_near_support	Return τRd with concentrated loads near a support [MPa], Eqs. (8.55)/(8.62)
	uls2023.shear.calc_tau_rd_sy	Return τRd,sy [MPa] for yielding of the shear reinforcement
Eqs. (8.76)-(8.77)	uls2023.shear.calc_tau_rdi	Return the interface shear resistance τRdi [MPa], Eqs. (8.76)-(8.77)
Eq. (8.27)	uls2023.shear.calc_taurdc	Return τRd,c [MPa], Eq. (8.27): 0,66/γv·(100·ρl·fck·ddg/d)^(1/3) ≥ τRdc,min
Eqs. (8.32)-(8.35)	uls2023.shear.calc_taurdc_axial	Return τRd,c with the effect of an axial force/prestress, Eqs. (8.32)-(8.35)
Eq. (8.20)	uls2023.shear.calc_taurdc_min	Return τRdc,min [MPa], Eq. (8.20)
Eq. (8.64)	uls2023.shear.calc_taurdm	Return τRdm = τRd·√(1 − mEd/mRd) [MPa], Eq. (8.64)
	uls2023.shear.calc_vrd_max	Return the compression-field resistance VRd,max [kN] (σcd = ν·fcd)
	uls2023.shear.calc_vrd_s	Return the shear resistance VRd,s [kN] of the reinforcement (yielding)
Eq. (8.66)	uls2023.shear.flange_check_omitted	Return True if Eq. (8.66) lets the web-flange verification be omitted
8.67; 8.68	uls2023.shear.flange_cot_theta_range	Return (1, cot θf,max): 3,0 in compression flanges, 1,25 in tension (8.67)-(8.68)
Eqs. (8.70)-(8.71)	uls2023.shear.flange_crushing_ok	Return True if τEd·(cot θf + tan θf) ≤ ν·fcd, Eqs. (8.70)-(8.71)
Table 8.2	uls2023.shear.interface_coefficients	Return the Table 8.2 coefficients (c_v1, mu_v, c_v2, k_v, k_dowel)
Eqs. (8.22)-(8.26)	uls2023.shear.planar_effective_depth	Return the effective depth of a planar member [m], Eqs. (8.22)-(8.26)
Eqs. (8.38)-(8.40)	uls2023.shear.planar_rho_l	Return ρl of a planar member with different ratios, Eqs. (8.38)-(8.40)
Eq. (8.21)	uls2023.shear.planar_shear_force	Return the design shear force per unit width vEd [kN/m], Eq. (8.21)
8.2.4(1)	uls2023.shear.transverse_bending_negligible	Return True if 8.2.4(1) allows the interaction to be ignored

Torsion, clause 8.3

Clause / equation	Function	Returns
Eq. (8.85)	uls2023.torsion.calc_cot_range	Return the limits (1/cot θmin, cot θmin) of cot θ, Eq. (8.85)
8.3.2(2)	uls2023.torsion.calc_t_eff	Return the effective wall thickness t_eff = A/u [m], 8.3.2(2)
Eq. (8.79)	uls2023.torsion.calc_tau_t_ed	Return the torsional shear stress in a wall τt = TEd/(2·Ak·teff) [MPa], Eq. (8.79)
Eq. (8.81)	uls2023.torsion.calc_tau_t_rd	Return τt,Rd = min(sw, sl, max) [MPa] and the governing mode, Eq. (8.81)
Eq. (8.84)	uls2023.torsion.calc_tau_t_rd_max	Return τt,Rd,max = ν·fcd/(cot θ + tan θ) [MPa], Eq. (8.84)
Eq. (8.83)	uls2023.torsion.calc_tau_t_rd_sl	Return τt,Rd,sl = ΣAsl·fyd/(teff·uk·cot θ) [MPa], Eq. (8.83)
Eq. (8.82)	uls2023.torsion.calc_tau_t_rd_sw	Return τt,Rd,sw = cot θ·Asw/(teff·s)·fywd [MPa], Eq. (8.82)
8.3	uls2023.torsion.calc_torsion	Design a solid rectangular section for torsion (EN 1992-1-1:2023 8.3)
8.3.4	uls2023.torsion.calc_torsion_resistance	Return the torsional resistance of a rectangular section with the given steel, 8.3.4
Eq. (8.80)	uls2023.torsion.calc_v_ed_wall	Return the shear force in wall i due to torsion VEd,i = τt·teff·zi [kN], Eq. (8.80)
8.3.1(3)	uls2023.torsion.distribute_torque	Share TEd among the sub-sections in proportion to stiffnesses [kNm], 8.3.1(3)
8.3.4(5)	uls2023.torsion.effective_cover	Return the cover to use in the torsion model [m], 8.3.4(5)
Eq. (8.86)	uls2023.torsion.interaction_ok	Return the linear interaction of Eq. (8.86) for pairs (SEd, SRd)
Eq. (8.86)	uls2023.torsion.interaction_sum	Return Σ(SEd/SRd), Eq. (8.86); the section passes if it is ≤ 1,0
	uls2023.torsion.rectangular_wall	Return the equivalent thin-walled section of a solid rectangle
	uls2023.torsion.torque_from_stress	Return the torsion moment 2·Ak·teff·τ [kNm] that gives the stress tau [MPa]
Eq. (8.84)	uls2023.torsion.torsion_nu	Return ν for Eq. (8.84) from Annex G

Shear and torsion

Clause / equation	Function	Returns
	uls2023.shear_torsion.eurocode2_shear_torsion_check	Combined shear + torsion check of one rectangular RC section (EN 1992-1-1:2023)

Annex G, membranes, slabs and shells

Clause / equation	Function	Returns
G.27	uls2023.annex_g.calc_cot_theta_cracking	Return the positive root of Eq. (G.27) for cot θ
G.10	uls2023.annex_g.calc_eps1_from_x	Return ε1 = εx + (εx + 0,001)·cot²θ, Eq. (G.10)
G.11	uls2023.annex_g.calc_eps1_from_y	Return ε1 = εy + (εy + 0,001)/cot²θ, Eq. (G.11)
G.26	uls2023.annex_g.calc_eps_2	Return \|ε2\| = \|τEdxy\|·(cot θ + tan θ)/Ecm, Eq. (G.26)
G.24	uls2023.annex_g.calc_eps_diff_x	Return εsmx − εcmx of Eq. (G.24); theta in radians, stresses in MPa
G.25	uls2023.annex_g.calc_eps_diff_y	Return εsmy − εcmy of Eq. (G.25); theta in radians, stresses in MPa
G.23	uls2023.annex_g.calc_eps_sm_cm	Return εsm − εcm = (εsmx − εcmx) + (εsmy − εcmy) + \|ε2\|, Eq. (G.23)
G.9	uls2023.annex_g.calc_nu	Return ν = 1/(1 + 110·ε1) ≤ 1,0, Eq. (G.9)
G.8	uls2023.annex_g.calc_nu_simple	Return ν = 0,4, Eq. (G.8)
G.22	uls2023.annex_g.calc_sr_m_cal	Return the mean spacing of inclined cracks sr,m,cal, Eq. (G.22)
G.5; G.5(1)	uls2023.annex_g.crack_inclination_applies	Return True if 15° < θ < 75°, where G.5 applies (G.5(1))
G.6; G.7	uls2023.annex_g.deformation_capacity_ok	Return True if 0,4·ft* ≤ ft ≤ 2,5·ft* in both directions, Eqs. (G.6)-(G.7)
G.3(7)	uls2023.annex_g.estimate_eps1	Estimate the principal strain ε1 of G.3(7) for a known cot θ
G.9	uls2023.annex_g.estimate_nu	Return ν of Eq. (G.9) with ε1 from :func:estimate_eps1
G.3(1)	uls2023.annex_g.membrane_needs_reinforcement	Return False if both stresses are compressive and σx·σy > τ², G.3(1)
G.1	uls2023.annex_g.membrane_optimum	Return the optimum reinforcement of a membrane element, Table G.1
G.3; G.5	uls2023.annex_g.membrane_resistances	Return the tensile strengths needed for a chosen cot θ, Eqs. (G.3)-(G.5)
G.12; G.17	uls2023.annex_g.sandwich_stresses	Return the in-plane stresses of the bottom and top layers, Eqs. (G.12)-(G.17)
G.4(1)	uls2023.annex_g.shell_design	Design the two layers of a shell element with the sandwich model, G.4(1)-(2)
G.2	uls2023.annex_g.slab_optimum_bottom	Return the required bottom-layer capacities mRdx, mRdy, Table G.2
G.3	uls2023.annex_g.slab_optimum_top	Return the required top-layer capacities m'Rdx, m'Rdy, Table G.3
G.18; G.21	uls2023.annex_g.slab_required_moments	Return the capacities of Eqs. (G.18)-(G.21) for chosen cot θ of the layers
G.4(5); 8.1.3(1)	uls2023.annex_g.slab_torsion_simplified_ok	Return True if \|mEdxy\| < 0,07·d²·fcd (G.4(5), 8.1.3(1))

Detailing, clause 12

Clause / equation	Function	Returns
Table 12.1	uls2023.detailing.beam_max_spacings	Return the maximum spacings of Table 12.1 [m] (rows 5-7)
Table 12.1	uls2023.detailing.beam_min_stirrups	Return the minimum ratio of stirrups ρw,stir (Table 12.1, rows 8-9)
Table 12.1	uls2023.detailing.beam_min_support_reinforcement	Return the minimum bottom reinforcement at supports 0,25·As,req,span (Table 12.1, rows 3-4)
Eq. (12.2)	uls2023.detailing.calc_as_min_tension	Return As,min = Ac·fctm/fyk of a member in pure tension [m²], Eq. (12.2)
Eq. (12.4)	uls2023.detailing.calc_asw_min_s	Return the minimum shear reinforcement Asw,min/s [m²/m], Eq. (12.4)
12.3.2(4)	uls2023.detailing.calc_bent_up_anchorage	Return the anchorage length of a bent-up bar [m], 12.3.2(4): 1,3·lbd (tension) / 0,7·lbd
Eq. (12.3)	uls2023.detailing.calc_k_dc	Return kdc of Eq. (12.3): 1,3 (class A), 1,1 (B), 1,0 (C)
12.2(2)a)	uls2023.detailing.calc_m_cr_rect	Return the cracking moment Mcr(NEd) of a rectangular section [kNm], 12.2(2)a)
Eq. (12.3)	uls2023.detailing.calc_m_rd_min	Return the resistance MRd,min = kdc·MEd [kNm] that avoids sudden collapse, Eq. (12.3)
Eqs. (12.7)-(12.9)	uls2023.detailing.calc_phi_w_max	Return the maximum bar diameter of a punching-shear leg [mm], Eqs. (12.7)-(12.9)
Eq. (12.4)	uls2023.detailing.calc_rho_w_min	Return ρw,min of Eq. (12.4): 0,08·√fck/fyk, −10 % for class B, −20 % for C
Eqs. (12.5)/(12.6)	uls2023.detailing.calc_shift_length	Return the shift al of the moment curve [m], Eqs. (12.5)/(12.6)
12.2(6)	uls2023.detailing.calc_sigma_sd_min	Return the design stress σsd = fyd·As,min/As [MPa] for anchoring the minimum reinforcement, 12.2(6)
Eq. (12.12)	uls2023.detailing.calc_vrd_hog	Return the hogging-bar contribution VRd,hog [kN], Eq. (12.12)
Eq. (12.10)	uls2023.detailing.calc_vrd_int	Return the integrity-reinforcement resistance VRd,int [kN], Eq. (12.10)
Eq. (12.11)	uls2023.detailing.calc_vrd_w_int	Return VRd,w,int = ρw·fywd·b0,5·dv [kN], Eq. (12.11)
Table 12.3 row 3	uls2023.detailing.column_max_stirrup_spacing	Return the maximum spacing of transverse reinforcement [m], Table 12.3 row 3
Table 12.3 row 2	uls2023.detailing.column_min_bars	Return the minimum number of longitudinal bars (Table 12.3 row 2)
Table 12.3	uls2023.detailing.column_min_confinement_stress	Return the minimum confinement σc2d ≥ k·fcd [MPa] of columns with fck > 50 MPa, Table 12.3 note d
Table 12.3 row 1	uls2023.detailing.column_min_longitudinal	Return As,min = max(0,1·NEd/fyd, 0,002·Ac) [m²], Table 12.3 row 1
Table 12.3 row 4	uls2023.detailing.column_min_stirrup_diameter	Return the minimum diameter of transverse reinforcement 0,25·φl,max [mm], Table 12.3 row 4
12.6(3)	uls2023.detailing.column_restraint_distance_ok	Return True if a bar in the compression zone is within 150 mm of a restrained bar (12.6(3))
Eq. (12.1)	uls2023.detailing.cracking_check_needed	Return True if Eq. (12.1) applies: compression \|NEd,min\| < 0,5·Ac·fcd
Figure 12.7; 12.5.1(2)	uls2023.detailing.punching_reinforcement_spacing	Return the spacing limits of punching shear reinforcement [m], 12.5.1(2) and Figure 12.7
Figure 12.4	uls2023.detailing.slab_edge_reinforcement_length	Return the length of the edge reinforcement ≥ max(2·h, lbd) [m], Figure 12.4
Table 12.2	uls2023.detailing.slab_max_spacings	Return the maximum spacings of Table 12.2 [m]
12.4.2(2)	uls2023.detailing.slab_min_depth_for_shear_reinforcement	Return the minimum slab depth with shear reinforcement [m], 12.4.2(2): 0,2 (stirrups, headed bars) or 0,16 (bent-up)
Table 12.2	uls2023.detailing.slab_min_reinforcement	Return the minimum areas relative to As,req,span (Table 12.2, rows 3-6)
12.4.2(5)	uls2023.detailing.slab_shear_reinforcement_only_bent_up_ok	Return True if the shear reinforcement may be only bent-up bars or assemblies, 12.4.2(5)
Table 12.1	uls2023.detailing.torsion_stirrup_max_spacing	Return s_stir,max = u/8 ≤ min(b, h) [m] of torsion stirrups (Table 12.1, row 10)
Table 12.4	uls2023.detailing.wall_max_spacings	Return the maximum spacings [m] of Table 12.4: vertical min(3·h, 0,4 m), horizontal 0,4 m
Table 12.4 row 2	uls2023.detailing.wall_min_horizontal	Return As,min,h of each face [m²], Table 12.4 row 2: 0,25·Ac·fctm/fyk or 0,25·As,v
Table 12.4 row 1	uls2023.detailing.wall_min_vertical	Return As,min,v of each surface [m²], Table 12.4 row 1
Table 12.4 row 5; 12.7(3)	uls2023.detailing.wall_orthogonal_links_required	Return True when 12.7(3) / Table 12.4 row 5 asks for orthogonal links (As,v > 0,02·Ac, in compression)