# D13.A.2 Design Parameters

Entry of data of cross-sections of beams and columns is made by the use of MEMBER PROPERTIES command, and thicknesses of 2D members are entered by ELEMENT PROPERTY command.

Example:

```UNIT  MM
MEMBER  PROPERTIES
*  Columns of rectangular cross-section
1  TO  16  PRI  YD
350.  ZD  350.
*  Columns of circular cross-section
17  TO  22  PRI  YD  350.
*  Beams of T cross-section
23  TO  40  PRI  YD  450.  ZD  550.  YB  230.  ZB  200.
UNIT  METER
ELEMENT  PROPERTY
41  TO  100 THICKNESS  0.14
101  TO  252 THICKNESS  0.16
* Flange of T beams is located at the bottom  zone of cross-section
BETA  180.  MEMB  23  TO
40```

Commands for calculation of reinforcement are located in the input data file after the command of analysis and as a rule, after output commands to print results of calculation.

Example:

```*  Command of analysis
PERFORM  ANALYSIS
.
.* Output command to print results of calculation  (according to user’s judgment)
.
LOAD  LIST  1  5  TO  9
*  Command to start reinforcement calculation  procedure
START  CONCRETE  DESIGN
CODE  RUSSIAN
.* List of parameters being used in reinforcement  calculation
.
.
BCL  20.  MEMB  17  TO   22
CL1  0.04  MEMB  1  TO   40
DD2  10.  MEMB  23  TO   40
CRA 0.036  MEMB  41  TO   252
.
.
.
* Command of beam reinforcement calculation
DESIGN  BEAM  23  TO  40
* Command of column reinforcement calculation
DESIGN  COLUMN  1  TO  22
* Command of calculation 2D elements (slabs,
walls, shells)
DESIGN  ELEMENT  41  TO  252
* Command of interruption reinforcement calculation
END  CONCRETE  DESIGN```

In tables 1, 2 and 3 information about parameters used for calculation of reinforcement for beams, columns and 2D (two dimensional) members is presented. Values of parameters do not depend on UNIT command. In the file of input data only such parameters have to be taken, the values of which differ from determined in the program.

Table 1. Names of parameters for Concrete design according to Russian Code -СНиП 2.03.01-84* for beams.
No. Parameter name Default Value Description
2 RCL 3

Class of longitudinal reinforcement:

• RCL = 1, if class of reinforcement is A-I;

• RCL = 2, if class of reinforcement is A-II;

• RCL = 3, if class of reinforcement is A-III;

• RCL = 33, if class of reinforcement is A-IIIb;

• RCL = 4, if class of reinforcement is A-IV;

• RCL = 5, if class of reinforcement is A-V;

• RCL = 6, if class of reinforcement is A-VI;

• RCL = 7, if class of reinforcement is A-VII;

• RCL = 77, if class of reinforcement is K-7;

• RCL = 8, if class of reinforcement is B-II;

• RCL = 9, if class of reinforcement is Bp-II;

• RCL = 10, if class of reinforcement is Bp-I;

• RCL = 19, if class of reinforcement is K-19

2 RCL 3

Class of longitudinal reinforcement: Russian Grade:

• 1 = A240;
• 2 = A300;
• 3 = A400;
• 4 = A500;
• 5 = B500;
• 6 = A500SP;

• 11 = S240;
• 12 = S400;
• 13 = S500;
3 USM 1. Total product of service conditions coefficients for longitudinal reinforcement (gs )
4 UB2 0.9 Specific service conditions coefficient for concrete (gb2 )
5 DD1 16. Diameter of longitudinal reinforcement bars in beam tension zone
6 DD2 16. Diameter of shear reinforcement bars for beam;
7 BCL 15. Compression class of concrete
7 BCL 15.

Compression Class of concrete.

• 10 = B10;
• 15 = B15
• 20 = B20;
• 25 = B25;
• 30 = B30;
• 35 = B35;
• 40 = B40;
• 45 = B45;
• 50 = B50;
• 55 = B55;
• 60 = B60;
• 8.10 = C8/10
• 12.15 = C12/15;
• 16.20 = C16/20
• 25.30 = C25/30
• 30.37 = C30/37
• 35.45 = C35/45
• 40.50 = C50/50
• 45.55 = C45/55
• 50.60 = C50/60
• 60.75 = C60/75
• 70.85 = C70/85
• 80.95 = C80/95
• 90.105 = C90/105
8 UBM 1. Product of service conditions coefficients for concrete, except UB2 (gb )
9 TEM 0.

Parameter of concrete hardening conditions:

• TEM=0, for natural hardening conditions;

• TEM=1, for steam hardening conditions

10 CL1 0.05 Distance from top/bottom fiber of beam cross section to the center of longitudinal reinforcement bar;
11 CL2 0.05 Distance from left/right side of beam cross section to the center of longitudinal reinforcement bar
12 WST 0.4 Ultimate width of short-term crack
13 WLT 0.3 Ultimate width of long-term crack
14 SSE 0

Limit state parameter for beam design

• SSE=0, if calculation of reinforcement amount must be carried out according to the requirements of load carrying capacity (the first limit state);

• SSE=1, if calculation of reinforcement amount must be carried out according to the cracking requirements (the second limit state)

15 RSH 1

Class of shear reinforcement:

• RSH = 1, if class of reinforcement is A-I;

• RSH = 2, if class of reinforcement is A-II;

• RSH = 3, if class of reinforcement is A-III;

• RSH = 33, if class of reinforcement is A-IIIb;

• RSH = 4, if class of reinforcement is A-IV;

• RSH = 5, if class of reinforcement is A-V;

• RSH = 6, if class of reinforcement is A-VI;

• RSH = 7, if class of reinforcement is A-VII;

• RSH = 77, if class of reinforcement is K-7;

• RSH = 8, if class of reinforcement is B-II;

• RSH = 9, if class of reinforcement is Bp-II;

• RSH = 10, if class of reinforcement is Bp-I;

• RSH = 19, if class of reinforcement is K-19

15 RSH 1

Class of shear reinforcement:

• 1 = A240;
• 2 = A300;
• 3 = A400;
• 4 = A500;
• 5 = B500;
• 6 = A500SP;

• 11 = S240;
• 12 = S400;
• 13 = S500;
16 FWT ZD Design width of beam top flange. Use for beam design only with default value provided as ZD in member properties.
17 FWB ZB Design width of beam bottom flange. Use for beam design only with default value provided as ZB in member properties.
18 DEP YD Design depth of beam section. Use for beam design only with default value provided as YD in member properties.
19 SFA 0. Face of support location at the start of the beam. Use for beam design only.
20 EFA 0. Face of support location at the end of the beam. Use for beam design only.
21 NSE 13 Number of equally-spaced sections for beam design. Use for beam design only. Upper limit is equal to 20.
Table 2. Names of parameters for Concrete design according to Russian Code СНиП 2.03.01-84* for columns
No. Parameter Name Default Value Description
2 RCL 3

Class of longitudinal reinforcement:

• 1 = A240;
• 2 = A300;
• 3 = A400;
• 4 = A500;
• 5 = B500;
• 6 = A500SP;

• 11 = S240;
• 12 = S400;
• 13 = S500;
3 USM 1. Total product of service conditions coefficients for longitudinal reinforcement (gs )
4 UB2 0.9 Specific service conditions coefficient for concrete (gb2 )
5 DD1 16. Minimum diameter of longitudinal reinforcement bars for column
6 DD2 16. Maximum diameter of longitudinal reinforcement bars for column
7 BCL 15.

Compression class of concrete:

• 10 = B10;
• 15 = B15
• 20 = B20;
• 25 = B25;
• 30 = B30;
• 35 = B35;
• 40 = B40;
• 45 = B45;
• 50 = B50;
• 55 = B55;
• 60 = B60;
• 8.10 = C8/10
• 12.15 = C12/15;
• 16.20 = C16/20
• 25.30 = C25/30
• 30.37 = C30/37
• 35.45 = C35/45
• 40.50 = C50/50
• 45.55 = C45/55
• 50.60 = C50/60
• 60.75 = C60/75
• 70.85 = C70/85
• 80.95 = C80/95
• 90.105 = C90/105
8 UBM 1. Product of service conditions coefficients for concrete, except UB2 (gb )
9 TEM 0.

Parameter of concrete hardening conditions:

• TEM=0, for natural hardening conditions;

• TEM=1, for steam hardening conditions

10 CL1 0.05 Distance from edge of column cross section to the center of longitudinal reinforcement bar
11 ELY 1. Column's length coefficient to evaluate slenderness effect in local Y axis
12 ELZ 1. Column's length coefficient to evaluate slenderness effect in local Z axis
13 RSH 1.

Class of shear reinforcement:

• 1 = A240;
• 2 = A300;
• 3 = A400;
• 4 = A500;
• 5 = B500;
• 6 = A500SP;

• 11 = S240;
• 12 = S400;
• 13 = S500;

Table 3. Names of parameters for Concrete design according to Russian Code (SNiP 2.03.01-84*) for slabs and/or walls
No. Parameter Name Default Value Description
2 RCL 3

Class of longitudinal reinforcement:

• 1 = A240;
• 2 = A300;
• 3 = A400;
• 4 = A500;
• 5 = B500;
• 6 = A500SP;

• 11 = S240;
• 12 = S400;
• 13 = S500;
3 USM 1. Total product of service conditions coefficients for longitudinal reinforcement (gs )
4 UB2 0.9 Specific service conditions coefficient for concrete (gb2 )
5 SDX 16. Diameter of reinforcing bars located in the first local (X) direction of slab/wall
6 SDY 16. Diameter of reinforcing bars located in the second local (Y) direction of slab/wall
7 BCL 15.

Compression class of concrete:

• 10 = B10;
• 15 = B15
• 20 = B20;
• 25 = B25;
• 30 = B30;
• 35 = B35;
• 40 = B40;
• 45 = B45;
• 50 = B50;
• 55 = B55;
• 60 = B60;
• 8.10 = C8/10
• 12.15 = C12/15;
• 16.20 = C16/20
• 25.30 = C25/30
• 30.37 = C30/37
• 35.45 = C35/45
• 40.50 = C50/50
• 45.55 = C45/55
• 50.60 = C50/60
• 60.75 = C60/75
• 70.85 = C70/85
• 80.95 = C80/95
• 90.105 = C90/105
8 UBM 1. Product of service conditions coefficients for concrete, except UB2 (gb )
9 TEM 0.

Parameter of concrete hardening conditions:

• TEM=0, for natural hardening conditions;

• TEM=1, for steam hardening conditions

10 CL 0.05 Distance from top/bottom face of slab/wall element to the center of longitudinal reinforcing bars located in first local (X) direction. (Main thickness of top/bottom concrete cover for slab/wall element)
11 CRA 0.05 Distance from top/bottom face of slab/wall element to the center of transverse reinforcing bars located in second local (Y) direction (Secondary thickness of top/bottom concrete cover for slab/wall)
12 WST 0.4 Ultimate width of short-term crack
13 WLT 0.3 Ultimate width of long-term crack
14 STA 0

Parameter of limit state for slab/wall design:

• STA=0, if calculation of nonsymmetrical reinforcement must be carried out according to the requirements of load carrying capacity (the first limit state);

• STA=1, if calculation of symmetrical reinforcement must be carried out according to the requirements of load carrying capacity (the first limit state);

• STA=2, if calculation of nonsymmetrical reinforcement must be carried according to the cracking requirements (the second limit state);

• STA=3, if calculation of symmetrical reinforcement must be carried according to the cracking requirements (the second limit state)

15 SELX 0. Design length of wall member to evaluate slenderness effect in local X axis
16 SELY 0. Design length of wall member to evaluate slenderness effect in local Y axis
17 MMA 0

Design parameter of slab/wall reinforcement:

• MMA=0, if reinforcement calculation must be applied by stresses in local axis;

• MMA=1, if reinforcement calculation must be applied by principal stresses

18 MMB 1

Design parameter of slab/wall reinforcement:

• MMB=0, if the effect of additional eccentricity is not taken into account;

• MMB=1, if the effect of additional eccentricity is taken into account

19 RSH 1.

Class of shear reinforcement:
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