Upload
others
View
17
Download
0
Embed Size (px)
Citation preview
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 1/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
SSLS134 - Reinforcement according to the method of Capra and Maury: analytical calculation
Summary:
This test relates to the analytical checking of the densities of reinforcement calculated using the operatorCALC_FERRAILLAGE. Several cases of loadings are studied to the ELS and with the ELECTED OFFICIAL by using 3 codes theBAEL, the eurocode 2 and one code “user”.
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 2/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
1 Problem of reference
1.1 Geometry
One considers a square plate of with dimensions 1m and thickness 0,2 m .
1.2 Properties of material
Nothing.
1.3 Boundary conditions and loadings
There is no really mechanical calculation.One arranges oneself so that the field of efforts in the plate corresponds to the one of the 10 followingconfigurations:1. compressive force of 1000000 N exerted along the axis Y , and a shearing action of
100000 N according to Y2. force of traction of 1000000 N exerted along the axis X , and a shearing action of
−600 000 N according to X3. force of traction of 1000000 N exerted along the axis Y , and a shearing action of
−20000 N according to X and of 80000 N according to Y4. bending moment of 100 000 Nm around the axis X .5. bending moment of 100000 Nm around the axis Y .6. bending moment of 100000 Nm around the axis Y and compression forces of 100000 N
(with the ELECTED OFFICIAL) and 20 000 N with the ELS exerted along the axis X 7. bending moment of 100000 Nm around the axis Y and traction forces of 100000 N exerted
along the axis X 8. bending moment of 100000 Nm around the axis Y and traction forces of 2 000000 N
exerted along the axis X 9. bending moment of 100 000 Nm around the axis Y and bending moment of −75000 Nm
around the axis X 10. bending moment of −150000 Nm (with the ELECTED OFFICIAL) and −100000 Nm with
the ELS around the axis X .11. bending moment of −260000 Nm (with the ELECTED OFFICIAL).12. bending moment of −380000 Nm (with the ELECTED OFFICIAL).13. compressive force of 1500 000 N exerted along the axis Y , and a shearing action of
800 000 N according to Y (with the ELECTED OFFICIAL)14. compressive force of 4500000 N exerted along the axis X , and a shearing action of
100000 N according to Y (with the ELECTED OFFICIAL)
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 3/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
1.4 Other parameters of calculation
Coatings (higher and lower) are fixed at e=4cm . Calculations are carried out with the State Ultimatelimit ( ELU ) and with the State Limit of Service ( ELS ).
Modeling With B C D
Coding USER BAEL EC2 EC2
Lower coating4 cm
4 cm
Higher coating 2 cm
f e : limitcharacteristic ofelasticity of thereinforcing steel
500 MPa 500MPa 500MPa
γs 1.15 1.15 1.15
σ s : elastic limit ofsteel to the
ELECTED OFFICIAL435 MPa σ s=
f eγs
=434,78 MPa
σ sels : elastic limit of
steel with the ELS400 MPa
f cj : resistancecharacteristic in
compression of theconcrete
35 MPa 35 MPa 55 MPa
γc 1.5 1.5 1.5αcc 0.85 1 1
σb : resistance incompression of the
concrete to theELECTED OFFICIAL
23.3 MPaαcc f cj
γc
19,33MPa
αcc f cjγc
23,33 MPa
αcc f cjγc
36,37MPa
σbels : resistance in
compression of theconcrete with the
ELS
21 MPa 33 MPa
Ea : Young modulusof steel
210 GPa
PIV A 10‰ By default:10‰
Cweary steel b:εuk=5 %
PIV A=0,9εuk
Cweary steel a:εuk=2,5 %
PIV A=0,9εuk
PIV B 3,5‰ By default: 3,5‰
NR or CEQUI orALPHA_E: value of
the coefficient ofequivalence with the
ELS
15.1 15.1 21
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 4/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
2 Reference solution
2.1 Method of calculating
The densities of longitudinal steels are calculated according to the method of Capra and Maury. Takinginto account the directions of the efforts, the “dimensioning” facet is obvious. Analytical calculation isthus summarized with a calculation of section making it possible to determine the efforts to which the2 steel beds are subjected (higher and lower). Three codes are used but the reference solutions aregenerally rather close. The efforts and moments are given in convention “civil engineer”, compressionis positive.
2.2 Sizes and results of reference 2.2.1 Configuration 1
The plate is subjected to a compression of N yy=1000 000 N and with a shearing action
Q y=100 000 N .
Longitudinal reinforcement:ELECTED OFFICIAL: 0 in all the directions.ELS : 0 in all the directions.
Ferraillage transverse:For the codes “user” and BAEL, only the shearing action are taken into account:
AST =√ Q x
2+Q y
2
z (cot θ+cot α)sinασ s
=√ Q x
2+Q y
2
z σ s
where α=90 ° et θ=45 ° and z=0,9(h−c )
For the code “user” AST =15,964cm ² /m ² , for code BAEL AST =15,967cm ²/ m ²
In Eurocode 2, the calculation of transverse reinforcement is different, it takes account of the normaleffort of compression : Qmax=100000 N
Normal effort corresponding to this section ( θ=−π2 ) is of N=N yysin (θ) ²=1000000 N .
σ cp=Nh
>0 One thus has σcpσb
=0,214<0,25 thus αcc=1+σ cpσb
=1,214
v1=0.6(1−f ck
250)=0.516 and thus X =
Qmax
zv1αcc
=0.057 and like X =0.3448 : cotθ=2.5
AST =Qmax
zcotθσ s
=6,3888888cm²/m² with z=0,9 (h−c )
2.2.2 Configuration 2
The plate is subjected to a tractive effort of N xx=−1000000N according to the axis X and of a
shearing action Q x=−600000 N .
Longitudinal reinforcement: IL acts of an entirely tended section in a symmetrical way.
The steel section is thus equal to AS=Nσ s
.
Each bed of reinforcements thus takes again half of the effort is: ASXS=ASXI=AS
2
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 5/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
USER BAEL Eurocode 2(C and D)
ELECTED
OFFICIAL
11,494 11.5 11.5
ELS 12.5 12.5 12.5
Ldensity D has‘braces theoretical along the axis Y is worthless taking into account the absence ofeffort in this direction.
Ferraillage transverse:For the codes “user” and BAEL, only the shearing action are taken into account:
AST =√ Q x
2+Q y
2
z (cot θ+cot α)sinασ s
=√ Q x
2+Q y
2
z σ s
where α=90 ° et θ=45°
For the code “user” AST =95,785cm ²/ m ² , for code BAEL AST =95,833cm ² /m ²
Normal effort corresponding to this section ( θ=0 ) is of N=N xx cos(θ) ²=1000000N in traction(thus negative with the direction civil engineer).
In Eurocode 2 (modeling C and D), the calculation of transverse reinforcement is different, it takesaccount of the normal effort of compression : Qmax=600000 N
σ cp=Nh
≤0 One thus has αcc=1
v1=0.6(1−f ck
250)=0.516(C )et 0,468(D) and thus X =
Qmax
zv1 αcc
=0.346 (C )et 0,216 (D)
in (C) X≥0.3448 : cotθ=2,488 from where AST =Qmax
zcotθσ s
=38,524cm²/m² with
z=0,9 (h−c )
in (D) X <0.3448 : cotθ=2.5 AST =Qmax
zcotθσ s
=34,074cm²/m² with z=0,9 (h−csup)
2.2.3 Configuration 3
The plate is subjected to a tractive effort of N yy=−1000000 N according to the axis X and of a
shearing action Q x=−20 000 N and Q y=80 000 N .
Longitudinal reinforcement:The theoretical results are symmetrical those of configuration 2: ASYS=ASYI
USER BAEL Eurocode 2
ELECTED
OFFICIAL
11,494 11.5 11.5
ELS 12.5 12.5 12.5
Ferraillage transverse:For the codes “user” and BAEL, only the shearing action are taken into account:
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 6/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
AST=√Q x
2+Q y2
z (cot θ+cot α)sinασ s
=√Q x
2+Q y2
z σ s
=13.164/15.805cm²/m²
where α=90 ° et θ=45° with z=0.9(h−c ) (USER) and z=h−2c (BAEL)
In Eurocode 2, the calculation of transverse reinforcement is different, it takes account of the normaleffort of compression : Qmax=82450,44 N
Normal effort corresponding to this section ( θ= π12 ) is of N=N yysin (θ) ²=66987,3 N in traction
(thus negative with the direction civil engineer).
σ cp=Nh
≤0 One thus has αcc=1
v1=0.6(1−f ck
250)=0.516 and thus X =
Qmax
0.9 dv1αcc
=0.057 and like X⩽0.3448 : cotθ=2.5
AST=Qmax
zcot θσ s
=6.32cm²/m² with z=h−2c
2.2.4 Configuration 4
The plate is subjected to one bending moment according to Y (around the axis X ) equal toM fx=−100 000 Nm . This bending moment corresponds to a tended top fibre.
With the ELECTED OFFICIAL: (the values are given in the order “user”/BAEL/Eurocode 2)
Reduced ultimate moment μ=M fx
d ²σb
=0.167/0.196 /0.167 .
The relative position of neutral fibre α=1−√1−2μ=0.184 /0.221 /0.184 .
The arm of reduced lever z=d (1−α2)=0.145/0.142/0.145 .
The section of reinforcement is thus equal to ASYS=M fx
z σ s
=15.83/16.165/15.835cm²/m (bed Y
superior).
With the ELS: (the values are given in the order “user”/BAEL/Eurocode 2)The moment of resistance of the concrete is equal to:
M lim=12σb y lim(d−
y lim
3)=101342/101342/116315 Nm
with y lim=dnσb
nσb+σ s
=0.0707 /0.0707/0.0839 m
We are thus if M =M fx⩽M lim . Thus, only of tended steels are necessary.
The reduced moment of service is equal to: μ=nM
d ²σ s
=0.148/0.148/0.205
The coefficient α is solution of the equation: α ³−3α ²−6μ(1−α)=0By iterative resolution, one obtains: α=0.440 /0.440/0.497
The steel section necessary is equal to: ASYS=M fx
σ s d (1−α3
)=18.31/18.31/18.729cm²/m
2.2.5 Configuration 5
The theoretical results are symmetrical those of configuration 4.
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 7/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
The section of reinforcement is thus equal to ASXS=15.83 /16.165 /15.835cm²/m (bed Xsuperior) with the ELECTED OFFICIAL.The section of reinforcement is thus equal to ASXS=18.31 /18.31 /18.729cm²/m (bed X superior)with the ELS.For modeling D, d =h−csup because M fy<0 :
Reduced ultimate moment μ=M fy
d ²σb
=0.0863 .
The relative position of neutral fibre α=1−√1−2μ=0.0904 .
The arm of reduced lever z=d (1−α2)=0.172 .
The section of reinforcement is thus equal to ASXS=M fy
z σ s
=13.383cm²/m (bed Y superior).
With the ELS, LE moment of resistance of the concrete is equal to:
M lim=12
σb y lim(d−y lim
3)=267318 Nm
with y lim=dnσb
n σb+σ s
=0.114 m
We are thus if M =M fx⩽M lim . Thus, only of tended steels are necessary.
The reduced moment of service is equal to: μ=nM
d ² σ s
=0.162
The coefficient α is solution of the equation: α ³−3α ²−6μ(1−α)=0By iterative resolution, one obtains: α=0.456
The steel section necessary is equal to: ASYS=M fx
σ s d (1−α3
)=16.378 cm²/m
2.2.6 Configuration 6
The plate is subjected to one bending moment according to X (around the axis Y ) equal toM fy=−100 000 Nm and with a compressive force according to X equal to N xx=100 000 N with
the ELECTED OFFICIAL and equal to N xx=20 000N with the ELS.
The section is partially tended.
With the ELECTED OFFICIAL:(the values are given in the order “user”/BAEL/Eurocode 2)
The moment to begin again is M =M fy−N xx (d −h2)=106000 Nm
Reduced ultimate moment μ=M
d ²σb
=0.178/0.209 /0.177 .
The relative position of neutral fibre α=1−√1−2μ=0.197/0.237 /0.197 .
The arm of reduced lever z=d (1−α2)=0.144/0.141 /0.144 .
The section of reinforcement is thus equal to ASXS=Mz σ s
+N xxσ s
=14.596/14.984/14.601cm²/m
(bed X superior).
With the ELS:(the values are given in the order “user”/BAEL/Eurocode 2)
The normal effort of compression is reduced because one would exceed the working stress ofcompression of the concrete.
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 8/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
The limiting values are the same ones as calculated in configuration 4.
The moment to take into account is: M =M fy−N xx (d −h2)=101200 Nm
We are thus if M ⩽M lim . Thus, only of tended steels are necessary.
The reduced moment of service is equal to: μ=nM
d ²σ s
=0.149/0.149 /0.207
The coefficient α is solution of the equation: α ³−3α ²−6μ(1−α)=0By iterative resolution, one obtains: α=0.442 /0.442/0.499
The steel section necessary is equal to: ASXS=M
σ s d (1−α3)+
N xxσ s
=18.044/18.044 /18.47cm²/m
2.2.7 Configuration 7
The plate is subjected to one bending moment according to X (around the axis Y ) equal toM fy=−100 000 Nm and with a tractive effort equal to N xx=−100 000 N according to X .
The moment to begin again is M =|M fy|−N xx(d−h2)=94 000 Nm for modelings A/B/C
The moment to begin again is M =|M fy|−N xx (d−h2)=92 000 Nm for modelings D with
d =h−csup because M fy<0 :The section thus is partially tended.
With the ELECTED OFFICIAL: (the values are given in the order “user”/BAEL/Eurocode2(C)/Eurocode 2(D))
Reduced ultimate moment μ=M
d ²σb
=0.157/0.185/0.157 /0.079 .
The relative position of neutral fibre α=1−√1−2μ=0.172 /0.206/0.172/0.0828 .
The arm of reduced lever z=d (1−α2)=0.146 /0.143/0.146/0.173 .
The section of reinforcement is thus equal to
ASXS=Mz σ s
+N xxσ s
=17.079/17.368/17.085/14.563 cm²/m (bed X superior).
With the ELS: (the values are given in the order “user”/BAEL/Eurocode 2(C)/Eurocode 2(D))
The limiting values are the same ones as calculated in configuration 4.We are if M ⩽M lim . Thus, only of tended steels are necessary.
The reduced moment of service is equal to: μ=nM
d ² σ s
=0.139/0.139/0.193 /0.149
The coefficient α is solution of the equation: α ³−3α ²−6μ(1−α)=0By iterative resolution, one obtains: α=0.430/0.430 /0.486/0.442The steel section necessary is equal to:
ASXS=M
σ s d (1−α3)+
N xxσ s
=19.642/19.642/ 20.028/17.484 cm²/m
2.2.8 Configuration 8
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 9/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
The plate is subjected to one bending moment according to X (around the axis Y ) equal toM fy=−100 000 Nm and with a tractive effort equal to N xx=−2000000 N according to X .
The section is completely tended M =|M fy|−N xx(d−h2)=−20000 Nm<0 for modelings A/B/C
The moment to begin again is M =|M fy|−N xx(d−h2)=−60 000 Nm for modeling D with
d =h−csup and e=csup because M fy<0With the ELECTED OFFICIAL: (the values are given in the order “user”/BAEL/Eurocode 2)The section of reinforcement is thus equal to:
ASXS=M
(d−e )σ s
+N xxσ s
=42.146/ 42.167/42.167 /37.375cm²/m (bed X superior).
ASXI =−M
(d −e)σ s
=3.831/3.833 /3.833 /8.625 cm²/m (bed X inferior).
With the ELS: the values are identical for the 3 codes.The section of reinforcement is thus equal to:
ASXS=M
(d−e)σ s
+N xxσ s
=45.833cm²/m (bed X superior) for modelings A/B/C
ASXS=M
(d−e )σ s
+N xxσ s
=40.625 cm²/m (bed X superior) for modeling D
ASXI=−M
(d−e)σ s
=4.167 cm²/m (bed X inferior) for modelings A/B/C
ASXI=−M
(d −e)σ s
=4.062 cm²/m (bed X inferior) for modeling D
2.2.9 Configuration 9
The plate is subjected to one bending moment according to X (around the axis Y ) equal toM fy=−100000 Nm and at one bending moment according to Y (around the axis X ) equal to
M fx=75000 Nm .
The section is partially tended.
With the ELECTED OFFICIAL: (the values are given in the order “user”/BAEL/Eurocode 2(C)/Eurocode 2 (D))The section of reinforcement according to X is the same one as configuration 5.
That is to say ASXS=15.83/16.165/15.835/13.383cm²/m .
According to Y :
for modeling D with d =h−c inf because M fx>0
Reduced ultimate moment μ=M fx
d ²σb
=0.125/0.148/0.125 /0.082 .
The relative position of neutral fibre α=1−√1−2μ=0.134 /0.161/0.135/0.086 .
The arm of reduced lever z=d (1−α2)=0.149 /0.147/0.149/0.153 .
The section of reinforcement is thus equal to ASYS =M fx
z σ s
=11.555/11.723 /11.559 /11.263cm²/m
(bed Y superior).
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 10/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
With the ELS: (the values are given in the order “user”/BAEL/Eurocode 2 (C)/Eurocode 2 (D))The section of reinforcement according to X is the same one as configuration 5.
That is to say ASXS=18.31/18.31/18.729 /16.378 cm²/m .
According to Y :The limiting values are the same ones as calculated in configuration 4.We are if M ⩽M lim . Thus, only of tended steels are necessary.
The reduced moment of service is equal to: μ=nM
d ² σ s
=0.111/0.111/0.154/0.162
The coefficient α is solution of the equation: α ³−3α ²−6μ(1−α)=0By iterative resolution, one obtains: α=0.393/0.393/0.447 /0.447The steel section necessary is equal to:
ASYS=M
σ s d (1−α3
)+
N xxσ s
=13.486 /13.486/13.771/13.771cm²/m
2.2.10 Configuration 10
The plate is subjected to one bending moment according to Y (around the axis X ) equal toM fx=150 000 Nm with the ELECTED OFFICIAL and with M fx=100000 Nm with the ELS.
The section is partially tended.
With the ELECTED OFFICIAL: (the values are given in the order “user”/BAEL/Eurocode 2)
Reduced ultimate moment μ=M fx
d ²σb
=0.251/0.295 /0.251 .
The relative position of neutral fibre α=1−√1−2μ=0.295/0.360 /0.294 .
The arm of reduced lever z=d (1−α2)=0.136/0.131/0.136 .
The section of reinforcement is thus equal to ASYI=M fx
z σ s
=25.28/26.302 /25.285cm²/m (bed Y
inferior).With the ELS: (the values are given in the order “user”/BAEL/Eurocode 2)The bending moment is reduced because one would exceed the working stress of compression of theconcrete.The limiting values are the same ones as calculated in configuration 4.We are if M ⩽M lim . Thus, only of tended steels are necessary.The configuration is the same one as configuration 5 but for lower steels.The steel section necessary is thus equal to: ASYI=18.31 /18.31 /18.729cm²/m
2.2.11 Configuration 11
The plate is subjected to one bending moment according to Y (around the axis X ) equal toM fx=260 000 Nm for calculation with the eurocode 2 and “user” and M fx=220 000 Nm for
calculation with the BAEL. Is calculated only to the ELECTED OFFICIAL. (the values are given in theorder “user”/BAEL/Eurocode 2).
The section is partially tended.
Reduced ultimate moment μ=M fx
d ²σ b
=0.435/0.433 /0.435 .
The relative position of neutral fibre α=1−√1−2μ=0.642/0.635 /0.64 .
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 11/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
The arm of reduced lever z=d (1−α2)=0.109/0.109/0.109 .
The section of reinforcement is thus equal to ASYI=M fx
z E AεA
=55.014 /46.329/54.971 cm²/m (bed
Y inferior).
2.2.12 Configuration 12
The plate is subjected to one bending moment according to Y (around the axis X ) equal toM fx=380000 Nm . Is calculated only to the ELECTED OFFICIAL.
Reduced ultimate moment μ=M fx
d ²σb
=0.63>0.48 . Steels are completely compressed, the steel
sections are put at -1. Attention, in this case, certain facets of Capra-Maury are partially tended (seeR7.04.05).
2.2.13 Configuration 13
The plate is subjected to a compression of N yy=1500000 N and with a shearing action
Q y=8 00000 N .
Longitudinal reinforcement:ELECTED OFFICIAL: -1 (Pivot C not calculated, all the facets are compressed)
Ferraillage transverse:For the codes “user” and BAEL, only the shearing action are taken into account:
AST=√Q x
2+Q y2
z (cot θ+cot α)sinασ s
=√Q x
2+Q y2
z σ s
=127.714/153.333cm²/m²
where α=90 ° et θ=45 ° and z=0.9(h−c ) (USER) and z=h−2c (BAEL)
In Eurocode 2, the calculation of transverse reinforcement is different, it takes account of the normaleffort of compression :Qmax=800000 N
Normal effort corresponding to this section ( θ=−π2 ) is of N=N yysin (θ) ²=1500000 N .
σ cp=Nh
>0 One thus has σcpσb
=0,321>0,25 thus αcc=1,25
v1=0.6(1−f ck
250)=0.516 and thus X =
Qmax
zv1αcc
=0.443 and like X≥0.3448 : cotθ=1.652
AST=Qmax
zcot θσ s
=92.801 cm²/m² with z=h−2c
2.2.14 Configuration 14
The plate is subjected to a compression of N yy=2500000 N and with a shearing action
Q y=100000 N .
Longitudinal reinforcement:ELECTED OFFICIAL: -1 (Pivot C not calculated, all the facets are compressed)
Ferraillage transverse:For the codes “user” and BAEL, only the shearing action are taken into account:
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 12/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
AST=√Q x
2+Q y2
z (cot θ+cot α)sinα σ s
=√Q x
2+Q y2
z σ s
=15.964/19.167 cm²/m²
where α=90 ° et θ=45 ° and z=0.9(h−c ) (USER) and z=h−2c (BAEL)
In Eurocode 2, the calculation of transverse reinforcement is different, it takes account of the normaleffort of compression :Qmax=800000 N
Normal effort corresponding to this section ( θ=−π2 ) is of N=N yysin (θ) ²=1500000 N .
σ cp=Nh
>0 One thus has σcpσb
=0,535>0,5 thus αcc=2,5(1−σ cpσb
)=1,161
v1=0.6(1−f ck
250)=0.516 and thus X =
Qmax
zv1αcc
=0.059 and like X≤0.3448 : cotθ=2.5
AST=Qmax
zcot θσ s
=7.667 cm²/m² with z=h−2c
2.3 Uncertainties on the solution
None.
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 13/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
3 Modeling A
3.1 Characteristics of modeling
A modeling is used DKT. One uses coding “USER”.
3.2 Characteristics of the grid
The grid contains 1 element of the type QUAD4.
3.3 Sizes tested and results
Configuration Absolutelimit
considered
Identification Type ofreference
Value ofreference
cm²/m
Relative error
1
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNST ‘ANALYTICAL’ 15,964 0,001
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 0 0
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
2
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 11,494 0,002
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 11,494 0,002
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNST ‘ANALYTICAL’ 95.785 0,004
ELS DNSXI ‘ANALYTICAL’ 12.5 0
ELS DNSXS ‘ANALYTICAL’ 12.5 0
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
3 ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTED DNSXS ‘ANALYTICAL’ 0 0
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 14/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
OFFICIAL
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 11,494 0,002
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 11,494 0,002
ELECTEDOFFICIAL
DNST ‘ANALYTICAL’ 13,164 0,003
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 0 0
ELS DNSYI ‘ANALYTICAL’ 12.5 0
ELS DNSYS ‘ANALYTICAL’ 12.5 0
4
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 15.83 0,001
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 0 0
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 18.31 0,001
5
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 15.83 0,001
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 18.31 0,001
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
6 ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 14,596 0,003
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 18,044 0,002
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 15/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
7
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 17,079 0.0004
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 19,642 0.0001
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
8
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 3,831 0,011
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 42,146 0.0009
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELS DNSXI ‘ANALYTICAL’ 4,167 0,008
ELS DNSXS ‘ANALYTICAL’ 45,833 0.0007
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
9
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 15.83 0,001
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 11,555 0,002
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 18.31 0,001
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 13,486 0,003
10 ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 25.28 0,001
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 16/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELS DNSXI ‘ANALYTICAL’ 18.31 0,001
ELS DNSXS ‘ANALYTICAL’ 0 0
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
11
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 55,014 0,001
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
12
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ -1 -1
13
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNST ‘ANALYTICAL’ 127.714 0,001
14
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNST ‘ANALYTICAL’ 15,964 0,001
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 17/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
4 Modeling B
4.1 Characteristics of modeling
A modeling is used DKT. One uses coding “BAEL”.
4.2 Characteristics of the grid
The grid contains 1 element of the type QUAD4.
4.3 Sizes tested and results
Configuration Absolutelimit
considered
Identification Type ofreference
Value ofreference
cm²/m
Relative error
1
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNST ‘ANALYTICAL’ 15,972 0,001
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 0 0
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
2
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 11.5 0,002
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 11.5 0,002
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNST ‘ANALYTICAL’ 95.833 0,004
ELS DNSXI ‘ANALYTICAL’ 12.5 0
ELS DNSXS ‘ANALYTICAL’ 12.5 0
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 18/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
3
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 11.5 0,002
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 11.5 0,002
ELECTEDOFFICIAL
DNST ‘ANALYTICAL’ 13.171 0,003
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 0 0
ELS DNSYI ‘ANALYTICAL’ 12.5 0
ELS DNSYS ‘ANALYTICAL’ 12.5 0
4
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 16,165 0,001
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 0 0
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 18.31 0,001
5
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 16,165 0,001
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 18.31 0,001
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
6 ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 14,984 0,003
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 19/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 18,044 0,002
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
7
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 17.368 0.0004
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 19,642 0.0001
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
8
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 3.833 0,011
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 42.167 0.0009
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELS DNSXI ‘ANALYTICAL’ 4,167 0,008
ELS DNSXS ‘ANALYTICAL’ 45,833 0.0007
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
9
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 16,165 0,001
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 11.723 0,002
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 18.31 0,001
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 13,486 0,003
10 ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 0 0
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 20/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 26,302 0,001
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 0 0
ELS DNSYI ‘ANALYTICAL’ 18.31 0,001
ELS DNSYS ‘ANALYTICAL’ 0 0
11
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ -1 -1
12
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ -1 -1
13
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNST ‘ANALYTICAL’ 127.777 0,001
14
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNST ‘ANALYTICAL’ 15.972 0,001
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 21/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 22/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
5 Modeling C
5.1 Characteristics of modeling
A modeling is used DKT. One uses coding “EC2”.
5.2 Characteristics of the grid
The grid contains 1 element of the type QUAD4.
5.3 Sizes tested and results
Configuration Absolutelimit
considered
Identification Type ofreference
Value ofreference
cm²/m
Relative error
1
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNST ‘ANALYTICAL’ 6.388 0,001
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 0 0
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
2
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 11.5 0,002
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 11.5 0,002
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNST ‘ANALYTICAL’ 38.524 0,004
ELS DNSXI ‘ANALYTICAL’ 12.5 0
ELS DNSXS ‘ANALYTICAL’ 12.5 0
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
3 ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTED DNSXS ‘ANALYTICAL’ 0 0
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 23/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
OFFICIAL
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 11.5 0,002
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 11.5 0,002
ELECTEDOFFICIAL
DNST ‘ANALYTICAL’ 5.268 0,003
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 0 0
ELS DNSYI ‘ANALYTICAL’ 12.5 0
ELS DNSYS ‘ANALYTICAL’ 12.5 0
4
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 15,835 0,001
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 0 0
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 18.729 0,001
5
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 15,835 0,001
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 18.729 0,001
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
6 ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 14,601 0,003
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 18.47 0,002
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 24/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
7
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 17.085 0.0004
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 20,028 0.0001
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
8
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 3.833 0,011
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 42.167 0.0009
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELS DNSXI ‘ANALYTICAL’ 4,167 0,008
ELS DNSXS ‘ANALYTICAL’ 45,833 0.0007
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
9
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 15,835 0,001
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 11.559 0,002
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 18.729 0,001
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 13.771 0,003
10 ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 25,285 0,001
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 25/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 0 0
ELS DNSYI ‘ANALYTICAL’ 18.729 0,001
ELS DNSYS ‘ANALYTICAL’ 0 0
11
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 54,971 0,001
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
12
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ -1 -1
13
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNST ‘ANALYTICAL’ 56.336 0,001
14
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ -1 -1
ELECTEDOFFICIAL
DNST ‘ANALYTICAL’ 6.388 0,001
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 26/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
6 Modeling D
6.1 Characteristics of modeling
A modeling is used DKT. One uses coding “EC2”.
6.2 Characteristics of the grid
The grid contains 1 element of the type QUAD4.
6.3 Sizes tested and results
Configuration Absolutelimit
considered
Identification Type ofreference
Value ofreference
cm²/m
Relative error
1
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 11.5 0,001
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 11.5 0,001
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNST ‘ANALYTICAL’ 38.333 0,001
ELS DNSXI ‘ANALYTICAL’ 12.5 0,001
ELS DNSXS ‘ANALYTICAL’ 12.5 0,001
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
2
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 15.260 0,001
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNST ‘ANALYTICAL’ 0 0
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 18.729 0,001
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
3 ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 0 0
ELECTED DNSXS ‘ANALYTICAL’ 16.588 0,001
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 27/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
OFFICIAL
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNST ‘ANALYTICAL’ 0 0
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 20.028 0,001
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
4
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 3.833 0,001
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 42.166 0,001
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELS DNSXI ‘ANALYTICAL’ 4.166 0,001
ELS DNSXS ‘ANALYTICAL’ 45.833 0,001
ELS DNSYI ‘ANALYTICAL’ 0 0
ELS DNSYS ‘ANALYTICAL’ 0 0
5
ELECTEDOFFICIAL
DNSXI ‘ANALYTICAL’ 15.260 0,001
ELECTEDOFFICIAL
DNSXS ‘ANALYTICAL’ 9.915 0,001
ELECTEDOFFICIAL
DNSYI ‘ANALYTICAL’ 0 0
ELECTEDOFFICIAL
DNSYS ‘ANALYTICAL’ 0 0
ELS DNSXI ‘ANALYTICAL’ 0 0
ELS DNSXS ‘ANALYTICAL’ 18.729 0,001
ELS DNSYI ‘ANALYTICAL’ 12.057 0,001
ELS DNSYS ‘ANALYTICAL’ 0 0
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)
Code_Aster Versiondefault
Titre : SSLS134 - Calcul de ferraillage CAPRA et MAURY : [...] Date : 11/07/2018 Page : 28/28Responsable : HAELEWYN Jessica Clé : V3.03.134 Révision :
ff805a6d1585
7 Summary of the results
This test makes it possible to highlight the validity of calculations of density of reinforcement on simple cases.The results got with the model are indeed in conformity with the given values in an analytical way.
Warning : The translation process used on this website is a "Machine Translation". It may be imprecise and inaccurate in whole or in part and isprovided as a convenience.Copyright 2021 EDF R&D - Licensed under the terms of the GNU FDL (http://www.gnu.org/copyleft/fdl.html)