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CivilFEM Documentation
CivilFEM Commands Reference
- Commands Index
- A commands
  - ~ACTMAT
  - ~ACTTIME
  - ~ALTER
- B commands
  - ~BLCBDEL
  - ~BLCBEND
  - ~BLCBLD
  - ~BLCBPA
  - ~BLCBST
  - ~BLF2CMB
  - ~BLFDEL
  - ~BLFDF
  - ~BLFLST
  - ~BLPL
  - ~BLPLPL
  - ~BLSA
  - ~BLSB
  - ~BLSEND
  - ~BLSOLVE
  - ~BLSST
  - ~BLSTF
  - ~BLVA
  - ~BLVB
  - ~BLVC
  - ~BLVD
  - ~BLVDEL
  - ~BLVEND
  - ~BLVGEN
  - ~BLVLIB
  - ~BLVLST
  - ~BLVMDF
  - ~BLVR
  - ~BLVST
  - ~BLWRITE
  - ~BMSHDEL
  - ~BMSHGEN
  - ~BMSHLST
  - ~BMSHOFF
  - ~BMSHPRO
  - ~BRAC
  - ~BRADDEL
  - ~BRADDPL
  - ~BRANG
  - ~BRBC
  - ~BRCS
  - ~BRCSOPT
  - ~BRDEF
  - ~BRDELEL
  - ~BRDELPL
  - ~BRGEN
  - ~BRHL
  - ~BRHLDEL
  - ~BRHLMDF
  - ~BRINIP
  - ~BRIQR
  - ~BRMVDL
  - ~BRPD
  - ~BRPLST
  - ~BRSBOX
  - ~BRSCN
  - ~BRSDEL
  - ~BRSDIV
  - ~BRSGEN
  - ~BRSKTCH
  - ~BRSLST
  - ~BRSMDF
  - ~BRSSLAB
  - ~BRSTOCS
- C commands
  - ~CALSERC
  - ~CBDMS
  - ~CFABOUT
  - ~CFACTIV
  - ~CFCLEAR
  - ~CFCONFG
  - ~CFEXIT
  - ~CFFILE2
  - ~CFFL3D
  - ~CFGET
  - ~CFHBRD
  - ~CFHBWR
  - ~CFLSSLV
  - ~CFLSWRT
  - ~CFMP
  - ~CFMPDEL
  - ~CFMPGEN
  - ~CFMPLIB
  - ~CFMPLST
  - ~CFRAPPN
  - ~CFRESUM
  - ~CFSAVE
  - ~CFSET
  - ~CFVGET
  - ~CFVLEN
  - ~CFVMASK
  - ~CHKCON
  - ~CHKPRS
  - ~CHKSTL
  - ~CLPRD
  - ~CMB
  - ~CMBCLR
  - ~CMBDAT
  - ~CMBDEF
  - ~CMBDEL
  - ~CMBINQ
  - ~CMBLST
  - ~CMBMOD
  - ~CMBPRM
  - ~CMBSTAT
  - ~CODESEL
  - ~COMBINE
  - ~COST
  - ~COSTLST
  - ~CPDEF
  - ~CPSTDEF
  - ~CRLTCOM
  - ~CRLTDEF
  - ~CRLTDEL
  - ~CRLTLST
  - ~CRLTUSE
  - ~CSDEL
  - ~CSECDMS
  - ~CSGEN
  - ~CSIQR
  - ~CSLIB
  - ~CSLST
  - ~CSMRG
- D commands
  - ~DAHEAD
  - ~DASEEP
  - ~DEFSPEC
  - ~DIMCON
  - ~DIMPRS
  - ~DIMSTL
  - ~DLHEAD
  - ~DLSEEP
- E commands
  - ~EFFPRES
  - ~EFSAPPL
  - ~EFSCALC
  - ~EFSLST
  - ~ENVDEF
  - ~ENVDEL
  - ~ENVELOP
  - ~ETHSF
  - ~ETHSFE
- F commands
  - ~FL3DRES
  - ~FMREAD
  - ~FMWRITE
  - ~FRMBS
  - ~FRMCPY
  - ~FRMCR
  - ~FRMDEF
  - ~FRMDEL
  - ~FRMGEN
  - ~FRMGT
  - ~FRMLDS
  - ~FRMLST
  - ~FRMMDL
  - ~FRMVHS
  - ~FRTRCK
- G commands
  - ~GENSPEC
  - ~GENTEN
  - ~GRCSBS
  - ~GRCSCON
  - ~GRCSEC3
  - ~GRCSSTR
  - ~GRSLPD
  - ~GRSLPR
  - ~GTPD
- H commands
- I commands
  - ~IDHCLPF
  - ~ILCLOSE
  - ~ILOPEN
  - ~ISOBAR
- L commands
  - ~L_MOD
  - ~L_SPEC
  - ~LINCMB
  - ~LINLST
  - ~LPRNSOL
  - ~LPSOLVE
  - ~LSTFMT
- M commands
  - ~MEMBDEL
  - ~MEMBGEN
  - ~MEMBLST
  - ~MEMBPRO
  - ~MOD_SF
  - ~MODLSOL
- P commands
  - ~P_SPEC
  - ~PCCBDEL
  - ~PCCBEND
  - ~PCCBPA
  - ~PCCBST
  - ~PCCTMDF
  - ~PCDEL
  - ~PCEPDEL
  - ~PCEPDEF
  - ~PCEPGEN
  - ~PCEPMDF
  - ~PCLOSS
  - ~PCPL
  - ~PCPLPL
  - ~PCPPDEL
  - ~PCPPDEF
  - ~PCPPGEN
  - ~PCPPMDF
  - ~PCTNDEL
  - ~PCTNDEF
  - ~PCTNGEN
  - ~PCTNLST
  - ~PCTNMDF
  - ~PCTYPE
  - ~PL2DINT
  - ~PL2DPRS
  - ~PLCSBS
  - ~PLCSCON
  - ~PLCSEC3
  - ~PLCSSTR
  - ~PLFILE
  - ~PLHBMAT
  - ~PLHCLPF
  - ~PLLSCON
  - ~PLLSFOR
  - ~PLLSPRS
  - ~PLLSSTL
  - ~PLLSSTR
  - ~PLSEEP
  - ~PLSHCLP
  - ~PLSHCON
  - ~PLSHFOR
  - ~PLSHPRS
  - ~PLSHSTR
  - ~PLTEND
  - ~PR2DINT
  - ~PR2DPRS
  - ~PRCON
  - ~PRFOR
  - ~PRHCLPF
  - ~PRPRS
  - ~PRSHCLP
  - ~PRSTL
  - ~PRSTR
  - ~PUSHDEF
  - ~PUSHLST
  - ~PUSHMOD
  - ~PUSHSLV
- R commands
  - ~RCVWRT
  - ~REDEF
  - ~REDEL
  - ~RETROFT
  - ~RNFDEF
  - ~RNFMDF
- S commands
  - ~SBBMDEF
  - ~SBCANNT
  - ~SBCLEAR
  - ~SBLST
  - ~SBPAR
  - ~/SBSHOW
  - ~SBSMDEF
  - ~SBSMMDF
  - ~SD2SH
  - ~SEC2DIN
  - ~SEC2DOU
  - ~SECMDF
  - ~SEEPAGE
  - ~SEEPMOD
  - ~SHLDEL
  - ~SHLGEN
  - ~SHLIPSH
  - ~SHLLST
  - ~SHLMDF
  - ~SHLRNF
  - ~SHLSHR
  - ~SHLSTL
  - ~SLDDEL
  - ~SLDLST
  - ~SLDMDF
  - ~SLDSEC
  - ~SLPCIR
  - ~SLPCIRK
  - ~SLPIN
  - ~SLPINK
  - ~SLPLST
  - ~SLPOPT
  - ~SLPPOL
  - ~SLPPWP
  - ~SLPSOL
  - ~SLPTAN
  - ~SLPTANK
  - ~SSECDMS
  - ~SSECLIB
  - ~SSECPLT
  - ~STSTCFT
  - ~STSTDEF
- T commands
  - ~TENLD
  - ~TERDEF
  - ~TERDEL
  - ~TERGEN
  - ~TERLST
  - ~TETHEX
  - ~TIS
  - ~TN2DIN
  - ~TNADDEL
  - ~TNADDPL
  - ~TNADV
  - ~TNGEN
  - ~TNINIP
  - ~TNSKTCH
  - ~TPLST
  - ~TPHASE
  - ~TPOST
  - ~TPSET
  - ~TREFINE
  - ~TRGDEF
  - ~TRGDEL
  - ~TRGLST
  - ~TRGUPT
  - ~TSOLVE
  - ~TSTEP
  - ~TTRUSS
- U commands
  - ~UNITS
  - ~UPDATE
- V commands
  - ~VARTH
  - ~VERIF
  - ~VWHTML
  - ~VWTXT
  - ~VWXLS
- W commands
  - ~WALLANC
  - ~WALLGEN
  - ~WALLINI
  - ~WALLJNT
  - ~WALLMOD
  - ~WALLSOL
  - ~WALLSTP
  - ~WATTAB
  - ~WEIGHT
  - ~WTSLP
  - ~WTSOLVE
CivilFEM Theory Manual
CivilFEM Dialog Boxes
Installation Guides
- CivilFEM for ANSYS Installation guide
- Installation of CivilFEM license key

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~DIMCON

~DIMCON, Lab1, Lab2, DIRKEY, WMIN, WMAX, VAL1, VAL2, VAL3, VAL4, VAL5, VAL6, VAL7, VAL8, VAL9, VAL10

Designs reinforced concrete cross sections and reinforced concrete shell vertices

POST1: Concrete Checking

Lab1, Lab2

Design type. These labels are related with the CHCKTYPE label used to retrieve results.

DIRKEY

Identity key of the bending plane or shear direction to be designed.

WMIN

Minimum allowable amount of reinforcement w_min in the design under axial force+biaxial bending. In the design process the program will always take a reinforcement equal or higher than WMIN times the initially arranged in the section. This value must always be equal or higher to 0. By default, WMIN = 0.5

WMAX

Maximum allowable amount of reinforcement w_max in the design under axial force+biaxial bending. In the design process the program will always take a reinforcement equal or lower than WMAX times the initially arranged in the section. This value must always be equal or higher to WMIN. By default, WMAX = 2

VAL1, VAL2, VAL3 ... VAL10

Arguments used to specify certain design options.

Lab1= SHT

~DIMCON, SHT, Lab2, DIRKEY, WMIN, WMAX, , , VAL3, , , , , , VAL9

Designs for shear and torsion on reinforced concrete cross sections. Valid labels are:

*Lab2*	Description
SHEAR	Only shear design. Not taken into account torsional movement. (CHCKTYPE = DS_SH).
TORSION	Only torsional design. Not taken into account shear force. (CHCKTYPE = DS_TR).
BOTH	Combined shear and torsional design. Default value. (CHCKTYPE = DS_SHTR).

DIRKEY	Description
0	Shear design in element Y direction (shear QY). Default value.
1	Shear design in element Z direction (shear QZ).

WMIN and WMAX are only used for the IS456 code design.

If the active code is ACI 349-01:

*VAL3*	Type of analysis (different shear and torsion strength reduction factors are used in each case).
0	Strength of joints (f = 0.60). Default value.
1	Other cases (f = 0.85).

If the active code is ACI 349-01 or ACI 318-05:

*VAL9*	Maximum steel strength force
0	Restricts the value of the strength force up to the maximum provided in the code. Default value.
1	Strength force limitation ignored.

Lab1= SHT_HSL (only for GB50010)

~DIMCON, SHT_HSL, Lab2, DIRKEY

Designs for shear and torsion on reinforced concrete cross sections assuming that the forces and moments come from seismic loads. Valid labels are:

*Lab2*	Description
SHEAR	Only shear design. Not taken into account torsional movement. (CHCKTYPE = DS_SH).
TORSION	Only torsional design. Not taken into account shear force. (CHCKTYPE = DS_TR).
BOTH	Combined shear and torsional design. Default value. (CHCKTYPE = DS_SHTR).

DIRKEY	Description
0	Shear design in element Y direction (shear QY). Default value.
1	Shear design in element Z direction (shear QZ).

Lab1= 3D_RF or 3DB

~DIMCON, 3D_RF, Lab2, , WMIN, WMAX, VAL1, VAL2, VAL3

Designs axial load + biaxial bending on reinforced concrete cross sections. Calculate a reinforcement factor for all the scalable reinforcement defined. (CHCKTYPE = DS_3D)

Lab2

For the ITER code:

*Lab2*	Description
Blank or ULSR1	Strain limits specified in the material.
ULSR3	Accidental conditions (e_cu2 = 3.5 ‰, e_cu = 2.0 ‰, e_ud = 45.0 ‰)
ULSR6	Impact of general aviation plane (e_cu2 = 5 ‰, e_cu = 2.0 ‰, e_ud = 45.0 ‰)
ULSR7	Load drops (e_cu2 = 5 ‰, e_cu = 2.0 ‰, e_ud = 45.0 ‰)
SLSR1	Limited crackwidths (e_cu2 = 0.60 f_ck/E, e_cu = 0.45 f_ck/E, e_ud = s_max/E) ^() ^() For f_ctm a value of 2.896 MPa is considered (equivalent to a f_ck = 30 MPa concrete)
SLSR2	Limitation of stresses (e_cu2 = 0.60 f_ck/E, e_cu = 2.0 ‰, e_ud = 0.8 f_yk/E)

In these cases, VAL1 and VAL2 are ignored.

For the rest of the codes Lab2 is ignored.

VAL1

Maximum allowable stress in concrete.

VAL2

Maximum allowable stress in longitudinal reinforcement.

VAL3

Type of member (different strength reduction factors for axial compression, and axial compression with flexure are used in each case).

If the active code is ACI 318-05:

1	Members with spiral reinforcement (f = 0.70).
0	Other cases (f = 0.65). Default value

If the active code is ACI 349-01:

1	Members with spiral reinforcement (f = 0.75).
0	Other cases (f = 0.70). Default value

Lab1= 3D_DSGN

~DIMCON, 3D_DSGN, Lab2, , WMIN, WMAX, VAL1, VAL2, VAL3

Designs axial load + biaxial bending on reinforced concrete cross sections. Calculate the amount of reinforcement for the reinforcement groups defined. (CHCKTYPE = DS_3D)

Lab2

For the ITER code:

*Lab2*	Description
Blank or ULSR1	Strain limits specified in the material.
ULSR3	Accidental conditions (e_cu2 = 3.5 ‰, e_cu = 2.0 ‰, e_ud = 45.0 ‰)
ULSR6	Impact of general aviation plane (e_cu2 = 5 ‰, e_cu = 2.0 ‰, e_ud = 45.0 ‰)
ULSR7	Load drops (e_cu2 = 5 ‰, e_cu = 2.0 ‰, e_ud = 45.0 ‰)
SLSR1	Limited crackwidths (e_cu2 = 0.60 f_ck/E, e_cu = 0.45 f_ck/E, e_ud = s_max/E) ^() ^() For f_ctm a value of 2.896 MPa is considered (equivalent to a f_ck = 30 MPa concrete)
SLSR2	Limitation of stresses (e_cu2 = 0.60 f_ck/E, e_cu = 2.0 ‰, e_ud = 0.8 f_yk/E)

In these cases, VAL1 and VAL2 are ignored.

For the rest of the codes Lab2 is ignored.

VAL1

Maximum allowable stress in concrete.

VAL2

Maximum allowable stress in longitudinal reinforcement.

VAL3

Type of member (different strength reduction factors for axial compression, and axial compression with flexure are used in each case).

If the active code is ACI 318-05:

1	Members with spiral reinforcement (f = 0.70).
0	Other cases (f = 0.65). Default value

If the active code is ACI 349-01:

1	Members with spiral reinforcement (f = 0.75).
0	Other cases (f = 0.70). Default value

Lab1= 2D_RF or 2DB

~ DIMCON, 2D_RF, Lab2, DIRKEY, WMIN, WMAX, VAL1, VAL2,VAL3

Designs axial load + bending on reinforced concrete cross sections. Calculate a reinforcement factor for all the scalable reinforcement defined (CHCKTYPE = DS_2D).

Lab2

For the ITER code:

*Lab2*	Description
Blank or ULSR1	Strain limits specified in the material.
ULSR3	Accidental conditions (e_cu2 = 3.5 ‰, e_cu = 2.0 ‰, e_ud = 45.0 ‰)
ULSR6	Impact of general aviation plane (e_cu2 = 5 ‰, e_cu = 2.0 ‰, e_ud = 45.0 ‰)
ULSR7	Load drops (e_cu2 = 5 ‰, e_cu = 2.0 ‰, e_ud = 45.0 ‰)
SLSR1	Limited crackwidths (e_cu2 = 0.60 f_ck/E, e_cu = 0.45 f_ck/E, e_ud = s_max/E) ^() ^() For f_ctm a value of 2.896 MPa is considered (equivalent to a f_ck = 30 MPa concrete)
SLSR2	Limitation of stresses (e_cu2 = 0.60 f_ck/E, e_cu = 2.0 ‰, e_ud = 0.8 f_yk/E)

In these cases, VAL1 and VAL2 are ignored.

For the rest of the codes Lab2 is ignored.

Dirkey

*DIRKEY*	Description
0	Bending in XY local plane of element (Moments Mz). Default value.
1	Bending in XZ local plane of element (Moments My).

VAL1

Maximum allowable stress in concrete.

VAL2

Maximum allowable stress in longitudinal reinforcement.

VAL3

Type of member (different strength reduction factors for axial compression, and axial compression with flexure are used in each case).

If the active code is ACI 318-05:

1	Members with spiral reinforcement (f = 0.70).
0	Other cases (f = 0.65). Default value

If the active code is ACI 349-01:

1	Members with spiral reinforcement (f = 0.75).
0	Other cases (f = 0.70). Default value

Lab1= 2D_DSGN

~ DIMCON, 2D_DSGN, Lab2, DIRKEY, WMIN, WMAX, VAL1, VAL2,VAL3

Designs axial load + bending on reinforced concrete cross sections. Calculate the amount of reinforcement for the reinforcement groups defined. (CHCKTYPE = DS_2D).

Lab2

For the ITER code:

*Lab2*	Description
Blank or ULSR1	Strain limits specified in the material.
ULSR3	Accidental conditions (e_cu2 = 3.5 ‰, e_cu = 2.0 ‰, e_ud = 45.0 ‰)
ULSR6	Impact of general aviation plane (e_cu2 = 5 ‰, e_cu = 2.0 ‰, e_ud = 45.0 ‰)
ULSR7	Load drops (e_cu2 = 5 ‰, e_cu = 2.0 ‰, e_ud = 45.0 ‰)
SLSR1	Limited crackwidths (e_cu2 = 0.60 f_ck/E, e_cu = 0.45 f_ck/E, e_ud = s_max/E) ^() ^() For f_ctm a value of 2.896 MPa is considered (equivalent to a f_ck = 30 MPa concrete)
SLSR2	Limitation of stresses (e_cu2 = 0.60 f_ck/E, e_cu = 2.0 ‰, e_ud = 0.8 f_yk/E)

In these cases, VAL1 and VAL2 are ignored.

For the rest of the codes Lab2 is ignored.

Dirkey

*DIRKEY*	Description
0	Bending in XY local plane of element (Moments Mz). Default value.
1	Bending in XZ local plane of element (Moments My).

VAL1

Maximum allowable stress in concrete.

VAL2

Maximum allowable stress in longitudinal reinforcement.

VAL3

Type of member (different strength reduction factors for axial compression, and axial compression with flexure are used in each case).

If the active code is ACI 318-05:

1	Members with spiral reinforcement (f = 0.70).
0	Other cases (f = 0.65). Default value

If the active code is ACI 349-01:

1	Members with spiral reinforcement (f = 0.75).
0	Other cases (f = 0.70). Default value

Lab1= SHELL

~ DIMCON, SHELL, Lab2, , , , VAL1, VAL2, VAL3, VAL4, VAL5, VAL6, VAL7, VAL8, VAL9, VAL10

Designs shell vertices. Valid labels are:

Lab2

Description

CEB

Design according to the method specified in Model Code CEB-FIP 1990. (CHCKTYPE = DSHLCEB)

VAL1 to VAL10

Not used.

WOOD

Design according to Wood-Armer method. (CHCKTYPE = WOOD)

VAL1 to VAL10

Not used.

VF

Design according to the Orthogonal Directions method. (CHCKTYPE = DVF)

VAL1

Forces and moments used:

= 0 ® Takes into account torsional moments and membrane shear force.

= 1 ® Neglects torsional moments and membrane shear force.

= 2 ® Takes into account torsional moments and neglects membrane shear force.

VAL2

Maximum stress allowed in reinforcement. If left blank, the maximum strain allowed in tension defined in the material (EPSMAX) will be used as pivot A.

VAL10

Reinforcement distribution to be obtained:

= 0 Minimize reinforcement amount (default value)

= 1 Distribute all reinforcement on one surface, if possible.

= 2 Symmetric reinforcement (same amount on top and bottom surfaces)

MUD

Design according to the Most Unfavorable Direction method. (CHCKTYPE = DMUD)

VAL2

Maximum stress allowed in reinforcement. If left blank, the maximum strain allowed in tension defined in the material (EPSMAX) will be used as pivot A.

SHEAR

Design shear reinforcement according to the active code. (CHCKTYPE = SHDSH).

If the active code is ACI 359-04:

VAL1

Load category:

= 0® Factored loads.

= 1® Service loads

VAL2

Force Classification:

= 0 or 1® Primary force.

= 2® Primary+Secondary forces.

= 3 ® Structural integrity Test

VAL9

Maximum steel strength force:

= 0 Restricts the value of the strength force up to the maximum provided in the code. Default value.

= 1 Strength force limitation ignored.

If the active code is ACI 349-01:

VAL3

Type of analysis (different shear strength reduction factors are used in each case).

= 0 Strength of joints (f = 0.60). Default

value

= 1 Other cases (f = 0.85).

If the active code is ACI 349-01 or ACI 318-05:

VAL9

Maximum steel strength force:

= 0 Restricts the value of the strength force up to the maximum provided in the code. Default value

= 1 Strength force limitation ignored

If the active code is EC2-08:

VAL1

Design forces:

= 0® Combine forces from both directions.

= 1® Design each direction independently.

VAL2

Name of the node component which represents the support.

IPSHEAR

Design in plane shear reinforcement according to the active code. (CHCKTYPE = IPSHDSH).

If the active code is ACI 349-01:

VAL1		Type of check: = 1 Walls with non-seismic loads. Covers chapter 14 of ACI 349-01 for walls. = 2 Walls with seismic loads. Covers chapters 14 and 21 of ACI 349-01 for walls. =3 Slabs with seismic loads. Covers chapter 21 of ACI 349-01 for slabs. No default value is defined.
VAL3	Type of analysis (different shear strength reduction factors are used in each case). = 0 Strength of joints (f = 0.60). Default value = 1 Other cases (f = 0.85).
VAL4	Vertical Axis (assigning an axis as the vertical one). = 0 Default behavior. = 1 X direction. = 2 Y direction.
VAL9	Maximum steel strength force: = 0 Restricts the value of the strength force up to the maximum provided in the code. Default value = 1 Strength force limitation ignored

TNGSHR

Design tangential shear reinforcement (in plane shear) according to ACI 359-04 code. (CHCKTYPE =DS_TSH).

VAL1	Load category: = 0® Factored loads. = 1® Service loads.
VAL2	Force Classification: = 0 or 1® Primary force. = 2® Primary+Secondary forces. = 3® Structural Integrity Test.
VAL3	LSP, load step number where pressure, prestress and dead load are applied.
VAL4	SSP, substep number where pressure, prestress and dead load are applied.
VAL5	LSL, load step number where lateral loads are applied (earthquake, wind or tornado). = -1 lateral loads are obtained by subtracting the dead loads from the main loads.
VAL6	SSL, substep number where lateral loads are applied (earthquake, wind or tornado).
VAL8	Tangential shear strength limit RG 1.136 (SRP 3.8.1, Section II.5.A) = 0 limit is ignored (default value). = 1 limit is used
VAL9	Maximum steel strength force = 0 Restricts the value of the strength force up to the maximum provided in the code. Default value. = 1 Strength force limitation ignored.

BEND_AXL

Design for flexure and axial loads according to ACI 359-04 code. (CHCKTYPE = DS_2D).

VAL1	Load category: = 0® Factored loads = 1® Service loads.
VAL2	Force Classification: = 0 or 1® Primary force. = 2® Primary+Secondary forces. = 3® Primary+SIT = 4® Primary+Secondary forces+SIT = 5® Primary+SIT (RG 1.90) = 6® Primary+Secondary forces+SIT (RG 1.90)
VAL3	Stress strain diagram: = blank ® diagram selected as the Design Diagram in the Material (civil preprocessor> materials) = 0® User defined = 1® PCA parabolic = 2® Rectangular = 3® Linear ACI359 = 4® Parabolic ACI359
VAL9	Maximum steel strength force = 0 Restricts the value of the strength force up to the maximum provided in the code. Default value. = 1 Strength force limitation ignored.
VAL10	Reinforcement distribution to be obtained: = 0 Minimize reinforcement amount (default value) = 1 Distribute all reinforcement on one surface, if possible. = 2 Symmetric reinforcement (same amount on top and bottom surfaces)

BEND_SHR

Design for flexure, axial, tangential and radial shear loads according to ACI 359-04 code. (CHCKTYPE =DS_2DSH).

VAL1	Load category: = 0® Factored loads = 1® Service loads.
VAL2	Force Classification: = 0 or 1® Primary force. = 2® Primary+Secondary forces. = 3® Primary+SIT = 4® Primary+Secondary forces+SIT = 5® Primary+SIT (RG 1.90) = 6® Primary+Secondary forces+SIT (RG 1.90)
VAL3	LSP, load step number where pressure, prestress and dead load are applied.
VAL4	SSP, substep number where pressure, prestress and dead load are applied.
VAL5	LSL, load step number where lateral loads are applied (earthquake, wind or tornado). =-1 lateral loads are obtained by subtracting the dead loads from the main loads.
VAL6	SSL, substep number where lateral loads are applied (earthquake, wind or tornado).
VAL7	Stress strain diagram: = blank ® diagram selected as the Design Diagram in the Material (civil preprocessor> materials) = 0® User defined = 1® PCA parabolic = 2® Rectangular = 3® Linear ACI359 = 4® Parabolic ACI359.
VAL8	Tangential shear strength limit RG 1.136 (SRP 3.8.1, Section II.5.A) = 0 limit is ignored (default value). = 1 limit is used
VAL9	Maximum steel strength force = 0 Restricts the value of the strength force up to the maximum provided in the code. Default value. = 1 Strength force limitation ignored.
VAL10	Reinforcement distribution to be obtained: = 0 Minimize reinforcement amount (default value) = 1 Distribute all reinforcement on one surface, if possible. = 2 Symmetric reinforcement (same amount on top and bottom surfaces)

Notes

- Calculation results are stored in the CivilFEM results file as an alternative. The available results for cross sections are the following:

If active code is CEB:

CHCKTYPE	DS_2D: Design under bending and axial force.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_3D: Axial load + biaxial bending design.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

If active code is EC2-91:

CHCKTYPE	DS_2D: Design under bending and axial force.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_3D: Axial load + biaxial bending design.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SH: Shear design.
Results	Description
VRD1	Design shear resistance without considering the reinforcement in the section (V_Rd1).
CRVRD1	Ratio of the design shear force (V_Sd) to the resistance V_Rd1.
VRD2	Maximum design shear force that can be carried without crushing of the concrete compressed struts (V_Rd2).
CRVRD2	Ratio of the design shear force (V_Sd) to the resistance V_Rd2.
VWD	Contribution of the necessary shear reinforcement.
ASSH	Area per unit length of defined shear reinforcement.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_TR: Torsion design.
Results	Description
TRD1	Maximum torsional moment that can be resisted by the compression struts of the concrete (T_Rd1).
CRTRD1	Ratio of the design torsional moment (T_Sd) to the resistanceT_Rd1.
ASTT	Area per unit length of torsional transverse reinforcement defined.
ASLT	Total area of torsional longitudinal reinforcement defined.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SHTR: Shear and torsion design.
Results	Description
VRD1	Design shear resistance without considering the reinforcement in the section.
CRVRD1	Ratio of the design shear force (V_Sd) to the resistance V_Rd1.
VRD2	Maximum design shear force that can be carried without crushing of the concrete compressed struts.
CRVRD2	Ratio of the design shear force (V_Sd) to the resistance V_Rd2.
VWD	Contribution of the necessary shear reinforcement.
TRD1	Maximum torsional moment that can be resisted by the compression struts of the concrete.
CRTRD1	Ratio of the design torsional moment (T_Sd) to the resistanceT_Rd1.
CRTCST	Criterion for the ultimate compression strength of the concrete due to combined shear and torsion.
ASSH	Area per unit length of defined shear reinforcement.
ASTT	Area per unit length of torsional transverse reinforcement defined.
ASLT	Total area of torsional longitudinal reinforcement defined.
DS_OK	Designed and not designed elements.

If active code is EC2-08 or ITER:

CHCKTYPE	DS_2D: Design under bending and axial force.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_3D: Axial load + biaxial bending design.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SH: Shear design.
Results	Description
VRDC	Design shear resistance without considering the reinforcement in the section (V_Rd,c).
CRT_1	Ratio of the design shear force (V_Ed) to the residtence V_Rd,c_.
VRDS	Design shear resistence of shear reinforcement (V_Rd,s).
VRDMAX	Maximum design shear force that can be carried without crushing of the concrete compressed struts (V_Rd,max).
CRT_3	Ratio of the shear force V_Ed to the resistance V_Rd,max.
ASSH	Area per unit length of defined shear reinforcement.
DSG_CRT	Designed and not designed elements.

CHCKTYPE	DS_TR: Torsion design.
Results	Description
TRDMAX	Maximum torsional moment that can be resisted by the compression struts of the concrete (T_Rd,max).
CRT_1	Ratio of the design torsional moment (T_Ed) to the resistance T_Rd,max.
TRD	Maximum torsional moment that can be resisted by the torsional reinforcement (T_Rd).
ASTT	Area per unit length of torsional transverse reinforcement defined.
ASLT	Total area of torsional longitudinal reinforcement defined.
DSG_CRT	Designed and not designed elements.

CHCKTYPE	DS_SHTR: Shear and torsion design.
Results	Description
VRDC	Design shear resistance without considering the reinforcement in the section (V_Rd,c).
CRT_1	Ratio of the design shear force (V_Ed) to the resistence V_Rd,c_.
VRDS	Design shear resistence of shear reinforcement (V_Rd,s).
VRDMAX	Maximum design shear force that can be carried without crushing of the concrete compressed struts (V_Rd,max).
CRT_3	Ratio of the shear force V_Ed to the resistance V_Rd,max.
ASSH	Area per unit length of defined shear reinforcement.
TRDMAX	Maximum torsional moment that can be resisted by the compression struts of the concrete (T_Rd,max).
CRT_4	Ratio of the design torsional moment (T_Ed) to the resistance T_Rd,max.
TRD	Maximum torsional moment that can be resisted by the torsional reinforcement (T_Rd).
ASTT	Area per unit length of torsional transverse reinforcement defined.
ASLT	Total area of torsional longitudinal reinforcement defined.
CRT_6	Resistance criterion to combined torsion and shear (CRT_3 + CRT_4)
DSG_CRT	Designed and not designed elements.

If active code is EHE-98 or EHE-08:

CHCKTYPE	DS_2D: Design under bending and axial force.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_3D: Axial load + biaxial bending design.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SH: Shear design.
Results	Description
VU1	Ultimate shear resistance due to oblique compression of concrete in web.
CRTVU1	Ratio of the design shear (V_rd) to the resistance V_u1.
VCU	Contribution of concrete to shear resistance.
VSU	Contribution of the web shear transverse reinforcement to the shear resistance.
ASSH	Area per unit length of defined shear reinforcement.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_TR: Torsion design.
Results	Description
TU1	Maximum torsional moment that can be resisted without crushing due to compression of the concrete.
CRTTU1	Ratio of the design torsional moment (T_Sd) to the resistance T_u1.
ASTT	Area per unit length of torsional transverse reinforcement defined.
ASLT	Total area of torsional longitudinal reinforcement defined.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SHTR: Shear and torsion design.
Results	Description
VU1	Ultimate shear resistance due to oblique compression of concrete in web.
CRTVU1	Ratio of the design shear (V_rd) to the resistance V_u1.
VCU	Contribution of concrete to shear resistance.
VSU	Contribution of the web shear transverse reinforcement to the shear resistance.
TU1	Maximum torsional moment that can be resisted without crushing due to compression of the concrete.
CRTTU1	Ratio of the design torsional moment (T_Sd) to the resistance T_u1.
CRTCST	Criterion for the ultimate compression strength of the concrete due to combined shear and torsion.
ASSH	Area per unit length of defined shear reinforcement.
ASTT	Area per unit length of torsional transverse reinforcement defined.
ASLT	Total area of torsional longitudinal reinforcement defined.
DS_OK	Designed and not designed elements.

If active code is ACI 318:

CHCKTYPE	DS_2D: Design under bending and axial force.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_3D: Axial load + biaxial bending design.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SH: Design for shear.
Results	Description
VC	Shear strength provided by concrete.
VS	Shear strength provided by shear reinforcement.
ASSH	Area per unit length of defined shear reinforcement.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_TR: Torsional design.
Results	Description
CRTTC	Concrete failure criterion.
ASTT	Area per unit length of torsional transverse reinforcement defined.
ASLT	Total area of torsional longitudinal reinforcement defined.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SHTR: Torsional and shear design.
Results	Description
VC	Shear strength provided by concrete.
VS	Shear strength provided by shear reinforcement.
CRTTC	Concrete failure criterion.
ASSH	Area per unit length of defined shear reinforcement.
ASTT	Area per unit length of torsional transverse reinforcement defined.
ASLT	Total area of torsional longitudinal reinforcement defined.
DS_OK	Designed and not designed elements.

If active code is ACI 349:

CHCKTYPE	DS_2D: Design under bending and axial force.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_3D: Axial load + biaxial bending design.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SH: Design for shear.
Results	Description
VC	Shear strength provided by concrete.
VS	Shear strength provided by shear reinforcement.
ASSH	Area per unit length of defined shear reinforcement.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_TR: Torsional design.
Results	Description
CRTTC	Concrete failure criterion.
ASTT	Area per unit length of torsional transverse reinforcement defined.
ASLT	Total area of torsional longitudinal reinforcement defined.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SHTR: Torsional and shear design.
Results	Description
VC	Shear strength provided by concrete.
VS	Shear strength provided by shear reinforcement.
CRTTC	Concrete failure criterion.
ASSH	Area per unit length of defined shear reinforcement.
ASTT	Area per unit length of torsional transverse reinforcement defined.
ASLT	Total area of torsional longitudinal reinforcement defined.
DS_OK	Designed and not designed elements.

If active code is BS 8110:

CHCKTYPE	DS_2D: Design under bending and axial force.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_3D: Axial load + biaxial bending design.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SH: Design for shear.
Results	Description
VU1	Ultimate shear due to compression of the concrete.
CRTVU1	Ratio of the design shear (Vd) to the resistance Vu1.
VC	Contribution of concrete to the shear strength.
VS	Contribution of the shear reinforcement to the shear strength.
ASSH	Area per unit of length of dimensioned shear reinforcement.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_TR: Torsional design.
Results	Description
TU1	Maximum torsional moment that can be resisted by the concrete.
CRTTU1	Ratio of the torsional moment (Td) to the resistance Tu1.
ASTT	Area per unit length of torsional transverse reinforcement.
ASLT	Total area of torsional longitudinal reinforcement.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SHTR: Torsional and shear design.
Results	Description
VU1	Ultimate shear due to compression of the concrete.
CRTVU1	Ratio of the design shear (Vd) to the resistance Vu1.
VC	Contribution of concrete to the shear strength.
VS	Contribution of the shear reinforcement to the shear strength.
ASSH	Area per unit of length of dimensioned shear reinforcement.
TU1	Maximum torsional moment that can be resisted by the concrete.
CRTTU1	Ratio of the torsional moment (Td) to the resistance Tu1.
ASTT	Area per unit length of torsional transverse reinforcement.
ASLT	Total area of torsional longitudinal reinforcement.
DS_OK	Designed and not designed elements.

If active code is AS3600:

CHCKTYPE	DS_2D: Design under bending and axial force.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_3D: Axial load + biaxial bending design.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SH: Design for shear.
Results	Description
BETA1	Partial coefficient for the strength calculation of a shear section subjected to an axial force.
BETA2	Partial coefficient for the strength calculation of a shear section subjected to an axial force.
CRTVUMAX	Relation between the calculation shear (V*) and the strength V_umax
VUC	Shear strength provided by the concrete.
VUS	Shear strength provided by the steel.
ASSH	Area per unit of length of dimensioned shear reinforcement.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_TR: Torsional design.
Results	Description
CRTTUMAX	Relation between the torsional moment (T*) and the strength T_u.max.
CRTWCRUS	Web crushing criterion.
TUC	Torsional strength without torsional reinforcement.
TUS	Torsional strength with torsional reinforcement.
ASTT	Area per unit length of torsional transverse reinforcement.
ASLT	Total area of torsional longitudinal reinforcement.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SHTR: Torsional and shear design.
Results	Description
BETA1	Partial coefficient for the strength calculation of a shear section subjected to an axial force.
BETA2	Partial coefficient for the strength calculation of a shear section subjected to an axial force.
CRTVUMAX	Relation between the calculation shear (V*) and the strength V_umax
VUC	Shear strength provided by the concrete.
VUS	Shear strength provided by the steel.
ASSH	Area per unit of length of dimensioned shear reinforcement.
CRTTUMAX	Relation between the torsional moment (T*) and the strength T_u.max.
CRTWCRUS	Web crushing criterion.
TUC	Torsional strength without torsional reinforcement.
TUS	Torsional strength with torsional reinforcement.
ASTT	Area per unit length of torsional transverse reinforcement.
ASLT	Total area of torsional longitudinal reinforcement.
DS_OK	Designed and not designed elements.

If active code is GB50010:

CHCKTYPE	DS_2D: Design under bending and axial force.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_3D: Axial load + biaxial bending design.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SH: Design for shear.
Results	Description
VRD1	Maximum shear resistance of the cross section.
CRVRD1	Ratio of the design shear strength and VRD1.
VRD2	Maximum shear resistance of the cross section (plain concrete only).
CRVRD2	Ratio of the design shear strength and VRD2.
VS	Shear strength provided by the steel.
ASSH	Area per unit of length of dimensioned shear reinforcement.
DSG_CRT	Designed and not designed elements.

CHCKTYPE	DS_TR: Torsional design.
Results	Description
TRD1	Maximum torsion resistance of the cross section.
CRTTRD1	Ratio of the design torsion strength and VRD1.
TRD2	Maximum torsion resistance of the cross section (plain concrete only).
CRTRD2	Ratio of the design torsion strength and VRD2.
ASTT	Area per unit length of torsional transverse reinforcement.
ASLT	Total area of torsional longitudinal reinforcement.
DSG_CRT	Designed and not designed elements.

CHCKTYPE	DS_SHTR: Torsional and shear design.
Results	Description
VRD1	Maximum shear resistance of the cross section.
CRVRD1	Ratio of the design shear strength and VRD1.
VRD2	Maximum shear resistance of the cross section (plain concrete only).
CRVRD2	Ratio of the design shear strength and VRD2.
VS	Shear strength provided by the steel.
ASSH	Area per unit of length of dimensioned shear reinforcement.
TRD1	Maximum torsion resistance of the cross section.
CRTTRD1	Ratio of the design torsion strength and VRD1.
TRD2	Maximum torsion resistance of the cross section (plain concrete only).
CRTRD2	Ratio of the design torsion strength and VRD2.
ASTT	Area per unit length of torsional transverse reinforcement.
ASLT	Total area of torsional longitudinal reinforcement.
DS_OK	Designed and not designed elements.

If active code is AASHTO HB:

CHCKTYPE	DS_2D: Design under bending and axial force.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_3D: Axial load + biaxial bending design.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SH: Design for shear.
Results	Description
VC	Shear strength provided by concrete.
VS	Shear strength provided by shear reinforcement.
ASSH	Area per unit length of defined shear reinforcement.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_TR: Torsional design.
Results	Description
CRTTC	Concrete failure criterion.
ASTT	Area per unit length of torsional transverse reinforcement defined.
ASLT	Total area of torsional longitudinal reinforcement defined.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SHTR: Torsional and shear design.
Results	Description
VC	Shear strength provided by concrete.
VS	Shear strength provided by shear reinforcement.
CRTTC	Concrete failure criterion.
ASSH	Area per unit length of defined shear reinforcement.
ASTT	Area per unit length of torsional transverse reinforcement defined.
ASLT	Total area of torsional longitudinal reinforcement defined.
DS_OK	Designed and not designed elements.

If active code is NBR6118:

CHCKTYPE	DS_2D: Design under bending and axial force.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_3D: Axial load + biaxial bending design.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SH: Shear design.
Results	Description
VRD2	Maximum shear design force that can be carried without crushing of the concrete compressed struts.
CRVRD2	Ratio of the design shear force (V_Sd) to the resistance V_Rd2.
VC	Contribution of concrete to the shear strength
VSW	Contribution of the necessary shear reinforcement.
ASSH	Area per unit length of shear reinforcement.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_TR: Torsion design.
Results	Description
TRD2	Maximum torsional moment that can be resisted by the compression struts of the concrete.
CRTRD2	Ratio of the design torsional moment (T_Sd) to the resistance T_Rd2.
ASTT	Area per unit length of torsional transverse reinforcement defined.
ASLT	Total area of torsional longitudinal reinforcement defined.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SHTR: Shear and torsion design.
Results	Description
VRD2	Maximum design shear force that can be carried without crushing of the concrete compressed struts.
CRVRD2	Ratio of the design shear force (V_Sd) to the resistance V_Rd2.
VC	Contribution of concrete to the shear strength
VSW	Contribution of the necessary shear reinforcement.
TRD2	Maximum torsional moment that can be resisted by the compression struts of the concrete.
CRTRD2	Ratio of the design torsional moment (T_Sd) to the resistance T_Rd2.
CRTCST	Criterion for the ultimate compression strength of the concrete due to combined shear and torsion.
ASSH	Area per unit length of defined shear reinforcement.
ASTT	Area per unit length of torsional transverse reinforcement.
ASLT	Total area of torsional longitudinal reinforcement.
DS_OK	Designed and not designed elements.

If active code is IS456:

CHCKTYPE	DS_2D: Design under bending and axial force.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_3D: Axial load + biaxial bending design.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SH: Shear design.
Results	Description
TAOV	Nominal shear stress.
TCMAX	Maximum shear stress.
CRTCMAX	Ratio of the Nominal shear stress to the Maximum shear stress.
VUC	Design shear strength of concrete.
VUS	Design shear strength of reinforcement.
ASSH	Area per unit length of defined shear reinforcement.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SHTR: Axial, bending, shear and torsion design.
Results	Description
TAOV	Nominal shear stress.
TCMAX	Maximum shear stress.
CRTCMAX	Ratio of the Nominal shear stress to the Maximum shear stress.
ATT	Transverse reinforcement needed.
MT	Bending moment increment due to torsion.
MEL	Equivalent bending moment.
REINFACT	Longitudinal reinforcement factor.
DS_OK	Designed and not designed elements.

If active code is SP 52-101 or SP 63.1330.2012:

CHCKTYPE	DS_2D: Design under bending and axial force.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_3D: Axial load + biaxial bending design.
Results	Description
CRT_TOT	Section strength criterion.
REINFACT	Reinforcement factor.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_SH: Shear design.
Results	Description
Q1	Design shear resistance on a concrete band.
CRTQ1	Ratio of the design shear force (Q) to the resistance Q1.
QB	Shear strength of concrete.
QSW	Shear strength of stirrups.
Q2	Shear strength on inclined section.
ASSH	Area of designed shear reinforcement per unit of length.
DS_OK	Designed and not designed elements.

CHCKTYPE	DS_TR: Torsion design.
Results	Description
ASTTNEC	Necessary transverse reinforcement to support the design torsional moment (T).
RNFRAT	Reinforcements ratio.
TSW1	Maximum torsional moment that can be resisted by the designed stirrups.
TS1	Maximum torsional moment that can be resisted by the designed longitudinal torsional reinforcement.
TR	Resistance torsional moment.
ASTT	Area per unit length of designed torsional transverse reinforcement.
ASLT	Area of the designed longitudinal reinforcement.
DS_OK	Designed and not designed elements.

The available results for shell vertices are the following:

If the CEB method is used (all codes):

CHCKTYPE	DSHLCEB: Design
Results	Description
ASTX	Reinforcement amount in X top.
ASBX	Reinforcement amount in X bottom.
ASTY	Reinforcement amount in Y top.
ASBY	Reinforcement amount in Y bottom.
FCMAX	Concrete maximum compression.
CRTFC	Concrete maximum compression criterion.
VRD1	Shear strength.
CRTVRD	Shear strength criterion.
CRT_TOT	Total criterion.

If WOOD method is used (all codes):

CHCKTYPE	WOOD: Design
Results	Description
ASTX	Reinforcement amount at X top.
ASBX	Reinforcement amount at X bottom.
ASTY	Reinforcement amount at Y top.
ASBY	Reinforcement amount at Y bottom.
MXT	Design bending moment at X top.
MXB	Design bending moment at X bottom.
MYT	Design bending moment at Y top.
MYB	Design bending moment at Y bottom.
DS_OK	Designed and not designed elements.

If the Orthogonal Directions method VF is used (all codes):

CHCKTYPE	DVF: Design
Results	Description
ASTX	Reinforcement amount X top.
ASBX	Reinforcement amount X bottom.
ASTY	Reinforcement amount Y top.
ASBY	Reinforcement amount Y bottom.
DSGCRTX	Design criterion for X direction.
DSGCRTY	Design criterion for Y direction.

If the Most Unfavorable Direction method MUD is used (all codes):

CHCKTYPE	DMUD: Design
Results	Description
MT	Bending moment used to design, top surface.
NT	Axial force used to design, top surface.
MB	Bending moment used to design, bottom surface.
NB	Axial force used to design, bottom surface.
CRT_T	Design criterion for top surface.
CRT_B	Design criterion for bottom surface.
ASTX	Reinforcement amount at X top.
ASBX	Reinforcement amount at X bottom.
ASTY	Reinforcement amount at Y top.
ASBY	Reinforcement amount at Y bottom.
DSG_CRT	Total design criterion.

Shear design:

According to EC2-91:

CHCKTYPE	SHDSH: Out of plane shear design on shells
Results	Description
VRD1	Design shear resistance without considering the reinforcement in the vertex (V_Rd1).
CRVRD1	Ratio of the design shear force (V_Sd) to the resistance V_Rd1.
VRD2	Maximum design shear force that can be carried without crushing of the concrete compressed struts (V_Rd2).
CRVRD2	Ratio of the design shear force (V_Sd) to the resistance V_Rd2.
VWD	Contribution of the necessary shear reinforcement.
ASST	Longitudinal reinforcement increment needed, top surface.
ASSB	Longitudinal reinforcement increment needed, bottom surface.
ASSH	Area per unit area of shear reinforcement.
DS_OK	Designed and not designed elements.

According to EC2-08 or ITER

CHCKTYPE	SHDSH: Out of plane shear design on shells.
Results	Description
VRDC	Design shear resistance without considering the reinforcement in the section (V_Rd,c).
CRT_1	Ratio of the design shear force (V_Ed) to the residtence V_Rd,c_.
VRDS	Design shear resistence of shear reinforcement (V_Rd,s).
VRDMAX	Maximum design shear force that can be carried without crushing of the concrete compressed struts (V_Rd,max).
CRT_3	Ratio of the shear force V_Ed to the resistance V_Rd,max.
ASST	Longitudinal reinforcement increment needed, top surface.
ASSB	Longitudinal reinforcement increment needed, bottom surface.
ASSH	Area per unit area of shear reinforcement.
DS_OK	Designed and not designed elements.

According to EHE-98 or EHE-08:

CHCKTYPE	SHDSH: Out of plane shear design on shells
Results	Description
VU1	Ultimate shear resistance due to oblique compression of concrete.
CRTVU1	Ratio of the design shear (V_rd) to the resistance V_u1.
VCU	Contribution of concrete to shear resistance.
VSU	Contribution of the shear transverse reinforcement to the shear resistance.
ASST	Longitudinal reinforcement increment needed, top surface.
ASSB	Longitudinal reinforcement increment needed, bottom surface.
ASSH	Area per unit area of shear reinforcement.
DS_OK	Designed and not designed elements.

According to ACI 318 or ACI 349:

CHCKTYPE	SHDSH: Out of plane shear design on shells
Results	Description
VC	Shear strength provided by concrete.
VS	Shear strength provided by shear reinforcement.
ASSH	Area per unit area of shear reinforcement.
DS_OK	Designed and not designed elements.

According to ACI 359-04:

CHCKTYPE	SHDSH: Out of plane shear design on shells
Results	Description
VC_X	Shear stress provided by concrete, X direction.
VU_X	Shear stress provided by shear reinforcement, X direction.
VC_Y	Shear stress provided by concrete, Y direction.
VU_Y	Shear stress provided by shear reinforcement, Y direction.
ASSH	Area per unit area of shear reinforcement.
DS_OK	Designed and not designed elements.

In-plane design:

According to ACI 318 or ACI 349:

CHCKTYPE	IPSHDSH: In plane shear design on shells.
Results	Description
VC_X	Shear strength provided by concrete, X direction.
VS_X	Shear strength provided by in plane shear reinforcement, X direction.
CRT_2_X	Maximum strength ratio, X direction.
CRT_3_X	Minimum reinforcement/Design reinforcement ratio, X direction.
VC_Y	Shear strength provided by concrete, Y direction.
VS_Y	Shear strength provided by in plane shear reinforcement, Y direction.
CRT_2_Y	Maximum strength ratio, Y direction.
CRT_3_Y	Minimum reinforcement/Design reinforcement ratio, X direction.
AIPSS_X	Area per unit length of in plane shear reinforcement, X direction.
AIPSS_Y	Area per unit length of in plane shear reinforcement, Y direction.
DSG_CRT	Total design criterion.

According to ACI 359-04:

CHCKTYPE	DS_TSH: Tangential shear (in plane) design.
Results	Description
VC	Shear strength provided by concrete.
ASX	Reinforcement amount for in plane shear, X direction.
ASY	Reinforcement amount for in plane shear, Y direction.
CRT_ASO	Tangential shear strength limit criterion.
DSG_CRT	Total design criterion.

Flexure and axial design:

CHCKTYPE	DS_2D: Design for flexure and axial loads on shells.
Results	Description
ASTX	Reinforcement amount at X top.
ASBX	Reinforcement amount at X bottom.
ASTX	Reinforcement amount at Y top.
ASBX	Reinforcement amount at Y bottom.
DS_OK	Designed and not designed elements.

Flexure, axial, radial and tangential shear design:

CHCKTYPE	DS_2DSH: Design for flexure, axial, radial shear and tangential shear loads on shells.
Results	Description
ASTX	Reinforcement amount at X top.
ASBX	Reinforcement amount at X bottom.
ASTY	Reinforcement amount at Y top.
ASBY	Reinforcement amount at Y bottom.
VC	Tangential shear strength provided by concrete.
ASX	Reinforcement amount for in plane shear, X direction.
ASY	Reinforcement amount for in plane shear, Y direction.
CRT_ASO	Orthogonal reinforcement limit criterion.
VC_X	Allowable radial shear stress in concrete, X direction.
VS_X	Shear strength provided by radial shear reinforcement, X direction.
VU_X	Nominal radial shear stress, X direction
ASSH_X	Area per unit length of radial shear reinforcement, X direction.
VC_Y	Allowable radial shear stress in concrete, Y direction.
VS_Y	Shear strength provided by radial shear reinforcement, Y direction.
VU_Y	Nominal radial shear stress, Y direction
ASSH_Y	Area per unit length of radial shear reinforcement, Y direction.
ASSH	Area per unit area of radial shear reinforcement.
DSG_2D	Bending plus axial design criterion.
DSG_TSH	Tangential shear design criterion.
DSG_RSH	Radial shear design criterion.
DSG_CRT	Total design criterion.

- All calculation is made according to the established in the active code (see ~CODESEL command).

- Design is done for the ends (cross sections and shell vertices) of the selected elements.

Menu Paths

Main Menu > Civil Postprocessor > Code Checking> ###### > Design by code > Beams & Solid

Main Menu > Civil Postprocessor > Code Checking> ###### > Design by code > Shells

Where ###### represents the active code (reinforced concrete).

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