EX. UK-8 Concrete Design for a Space Frame
In this example, concrete design is performed on some members of a space frame structure. Design calculations consist of computation of reinforcement for beams and columns. Secondary moments on the columns are obtained through the means of a P-Delta analysis.
This problem is installed with the program by default to C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\Sample Models\UK\UK-8 Concrete Design for a Space Frame.STD when you install the program.
The above example represents a space frame, and the members are made of concrete. The input in the next page will show the dimensions of the members.
Two load cases, namely one for dead plus live load and another with dead, live and wind load, are considered in the design.
Actual input is shown in bold lettering followed by explanation.
STAAD SPACE FRAME WITH CONCRETE DESIGN
Every input has to start with the term STAAD. The word SPACE signifies that the structure is a space frame structure (3-D) and the geometry is defined through X, Y and Z coordinates.
UNIT METER KNS
Defines the input units for the data that follows.
JOINT COORDINATE
1 0 0 0 ; 2 5.4 0 0 ; 3 11.4 0. 0
4 0 0 7.2 ; 5 5.4 0 7.2 ; 6 11.4 0 7.2
7 0 3.6 0 ; 8 5.4 3.6 0 ; 9 11.4 3.6 0
10 0 3.6 7.2 ; 11 5.4 3.6 7.2 ; 12 11.4 3.6 7.2
13 5.4 7.2 0 ; 14 11.4 7.2 0 ; 15 5.4 7.2 7.2
16 11.4 7.2 7.2
Joint number followed by X, Y and Z coordinates are provided above.
MEMBER INCIDENCE
1 1 7 ; 2 4 10 ; 3 2 8 ; 4 8 13
5 5 11 ; 6 11 15 ; 7 3 9 ; 8 9 14
9 6 12 ; 10 12 16 ; 11 7 8 12
13 10 11 14 ; 15 13 14 ; 16 15 16
17 7 10 ; 18 8 11 ; 19 9 12
20 13 15 ; 21 14 16
Defines the members by the joints to which they are connected.
UNIT MMS
MEMB PROP
1 2 PRISMATIC YD 300.0 IZ 2.119E08 IY 2.119E08 -
IX 4.237E08
3 TO 10 PR YD 300.0 ZD 300.0 IZ 3.596E08 IY 3.596E08 –
IX 5.324E08
11 TO 21 PR YD 535.0 ZD 380 IZ 2.409E09 IY 1.229E09 –
IX 2.704E09
All member properties are provided using the PRISMATIC option. YD and ZD stand for depth and width. If ZD is not provided, a circular shape with diameter = YD is assumed for that cross section. All properties required for the analysis, such as, Area, Moments of Inertia, etc. are calculated automatically from these dimensions unless these are explicitly defined. For this particular example, moments of inertia (IZ, IY) and torsional constant (IX) are provided, so these will not be recalculated. The IX, IY, and IZ values provided in this example are only half the values of a full section to account for the fact that the full moments of inertia will not be effective due to cracking of concrete.
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 21.0
POISSON 0.17
DENSITY 2.356e-008
ALPHA 5e-006
DAMP 0.05
G 9.25
TYPE CONCRETE
STRENGTH FCU 0.0275
END DEFINE MATERIAL
CONSTANTS
MATERIAL CONCRETE ALL
UNIT METER
The DEFINE MATERIAL command is used to define material properties for concrete. The CONSTANT command is used to assign this to all members.
SUPPORT
1 TO 6 FIXED
Joints 1 to 6 are fixed supports.
LOAD 1 (1.4DL + 1.7LL)
Load case 1 is initiated followed by a title.
SELF Y -1.4
The selfweight of the structure is applied in the global Y direction with a -1.4 factor. Since global Y is vertically upward, the negative factor indicates that this load will act downwards.
MEMB LOAD
11 TO 16 UNI Y -42.0
11 TO 16 UNI Y -76.5
Load 1 contains member loads also. Y indicates that the load is in the local Y direction. The word UNI stands for uniformly distributed load.
LOAD 2 .75 (1.4DL + 1.7LL + 1.7WL)
Load case 2 is initiated followed by a title.
REPEAT LOAD
1 0.75
The preceding command will gather the load data values from load case 1, multiply them with a factor of 0.75 and utilize the resulting values in load 2.
JOINT LOAD
15 16 FZ 40.0
11 FZ 90.0
12 FZ 70.0
10 FZ 40.0
Load 2 contains some additional joint loads also. FZ indicates that the load is a force in the global Z direction.
PDELTA ANALYSIS
This command instructs the program to proceed with the analysis. The analysis type is P-DELTA indicating that second-order effects are to be calculated.
PRINT FORCES LIST 2 5 9 14 16
Member end forces are printed using the above PRINT commands. The LIST option restricts the print output to the members listed.
START CONCRETE DESIGN
The above command initiates a concrete design.
CODE BRITISH
TRACK 1.0 MEMB 14
TRACK 2.0 MEMB 16
MAXMAIN 40 ALL
The values for the concrete design parameters are defined in the above commands. Design is performed per the BS 8110 Code. The TRACK value dictates the extent of design related information provided in the output. MAXMAIN indicates that the maximum size of main reinforcement is the 40 mm bar. These parameters are described in the manual where British concrete design related information is available.
DESIGN BEAM 14 16
The above command instructs the program to design beams 14 and 16 for flexure, shear, and torsion.
DESIGN COLUMN 2 5
The above command instructs the program to design columns 2 and 5 for axial load and biaxial bending.
END CONCRETE DESIGN
This will end the concrete design.
FINISH
This command terminates the STAAD run.
Input File
STAAD SPACE FRAME WITH CONCRETE DESIGN
UNIT METER KNS
JOINT COORDINATE
1 0.0 0.0 0.0 ; 2 5.4 0.0 0.0
3 11.4 0.0 0.0 ; 4 0.0 0.0 7.2
5 5.4 0.0 7.2 ; 6 11.4 0.0 7.2
7 0.0 3.6 0.0 ; 8 5.4 3.6 0.0
9 11.4 3.6 0.0 ; 10 0.0 3.6 7.2
11 5.4 3.6 7.2 ; 12 11.4 3.6 7.2
13 5.4 7.2 0.0 ; 14 11.4 7.2 0.0
15 5.4 7.2 7.2 ; 16 11.4 7.2 7.2
MEMBER INCIDENCE
1 1 7 ; 2 4 10 ; 3 2 8 ; 4 8 13
5 5 11 ; 6 11 15 ; 7 3 9 ; 8 9 14
9 6 12 ; 10 12 16 ; 11 7 8 12
13 10 11 14 ; 15 13 14 ; 16 15 16
17 7 10 ; 18 8 11 ; 19 9 12
20 13 15 ; 21 14 16
UNIT MMS
MEMB PROP
1 2 PRISMATIC YD 300.0 IZ 2.119E08 IY 2.119E08 -
IX 4.237E08
3 TO 10 PR YD 300.0 ZD 300.0 IZ 3.596E08 IY 3.596E08 -
IX 5.324E08
11 TO 21 PR YD 535.0 ZD 380 IZ 2.409E09 IY 1.229E09 -
IX 2.704E09
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 21.0
POISSON 0.17
DENSITY 2.356e-008
ALPHA 5e-006
DAMP 0.05
G 9.25
TYPE CONCRETE
STRENGTH FCU 0.0275
END DEFINE MATERIAL
CONSTANTS
MATERIAL CONCRETE ALL
UNIT METER
SUPPORT
1 TO 6 FIXED
LOAD 1 (1.4DL + 1.7LL)
SELF Y -1.4
MEMB LOAD
11 TO 16 UNI Y -42.0
11 TO 16 UNI Y -76.5
LOAD 2 .75(1.4DL + 1.7LL + 1.7WL)
REPEAT LOAD
1 0.75
JOINT LOAD
15 16 FZ 40.0
11 FZ 90.0
12 FZ 70.0
10 FZ 40.0
PDELTA ANALYSIS
PRINT FORCES LIST 2 5 9 14 16
START CONCRETE DESIGN
CODE BS8007
TRACK 1.0 MEMB 14
TRACK 2.0 MEMB 16
MAXMAIN 40 ALL
DESIGN BEAM 14 16
DESIGN COLUMN 2 5
END CONCRETE DESIGN
FINISH
STAAD Output File
PAGE NO. 1 **************************************************** * * * STAAD.Pro CONNECT Edition * * Version 22.12.00.*** * * Proprietary Program of * * Bentley Systems, Inc. * * Date= OCT 27, 2022 * * Time= 15: 8:33 * * * * Licensed to: Bentley Systems Inc * **************************************************** 1. STAAD SPACE FRAME WITH CONCRETE DESIGN INPUT FILE: UK-8 Concrete Design for a Space Frame.STD 2. UNIT METER KNS 3. JOINT COORDINATE 4. 1 0.0 0.0 0.0 ; 2 5.4 0.0 0.0 5. 3 11.4 0.0 0.0 ; 4 0.0 0.0 7.2 6. 5 5.4 0.0 7.2 ; 6 11.4 0.0 7.2 7. 7 0.0 3.6 0.0 ; 8 5.4 3.6 0.0 8. 9 11.4 3.6 0.0 ; 10 0.0 3.6 7.2 9. 11 5.4 3.6 7.2 ; 12 11.4 3.6 7.2 10. 13 5.4 7.2 0.0 ; 14 11.4 7.2 0.0 11. 15 5.4 7.2 7.2 ; 16 11.4 7.2 7.2 12. MEMBER INCIDENCE 13. 1 1 7 ; 2 4 10 ; 3 2 8 ; 4 8 13 14. 5 5 11 ; 6 11 15 ; 7 3 9 ; 8 9 14 15. 9 6 12 ; 10 12 16 ; 11 7 8 12 16. 13 10 11 14 ; 15 13 14 ; 16 15 16 17. 17 7 10 ; 18 8 11 ; 19 9 12 18. 20 13 15 ; 21 14 16 19. UNIT MMS 20. MEMB PROP 21. 1 2 PRISMATIC YD 300.0 IZ 2.119E08 IY 2.119E08 - 22. IX 4.237E08 23. 3 TO 10 PR YD 300.0 ZD 300.0 IZ 3.596E08 IY 3.596E08 - 24. IX 5.324E08 25. 11 TO 21 PR YD 535.0 ZD 380 IZ 2.409E09 IY 1.229E09 - 26. IX 2.704E09 27. DEFINE MATERIAL START 28. ISOTROPIC CONCRETE 29. E 21.0 30. POISSON 0.17 31. DENSITY 2.356E-008 32. ALPHA 5E-006 33. DAMP 0.05 34. G 9.25 35. TYPE CONCRETE 36. STRENGTH FCU 0.0275 37. END DEFINE MATERIAL 38. CONSTANTS FRAME WITH CONCRETE DESIGN -- PAGE NO. 2 39. MATERIAL CONCRETE ALL 40. UNIT METER 41. SUPPORT 42. 1 TO 6 FIXED 43. LOAD 1 (1.4DL + 1.7LL) 44. SELF Y -1.4 45. MEMB LOAD 46. 11 TO 16 UNI Y -42.0 47. 11 TO 16 UNI Y -76.5 48. LOAD 2 .75(1.4DL + 1.7LL + 1.7WL) 49. REPEAT LOAD 50. 1 0.75 51. JOINT LOAD 52. 15 16 FZ 40.0 53. 11 FZ 90.0 54. 12 FZ 70.0 55. 10 FZ 40.0 56. PDELTA ANALYSIS P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS 16 NUMBER OF MEMBERS 21 NUMBER OF PLATES 0 NUMBER OF SOLIDS 0 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 6 Using 64-bit analysis engine. SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 60 TOTAL LOAD COMBINATION CASES = 0 SO FAR. ++ Adjusting Displacements. 57. PRINT FORCES LIST 2 5 9 14 16 FORCES LIST 2 5 FRAME WITH CONCRETE DESIGN -- PAGE NO. 3 MEMBER END FORCES STRUCTURE TYPE = SPACE ----------------- ALL UNITS ARE -- KNS METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 2 1 4 301.86 -18.04 -2.84 0.00 3.49 -23.83 10 -293.46 18.04 2.84 -0.00 6.73 -41.68 2 4 243.90 -14.96 -30.23 1.39 57.98 -20.50 10 -237.60 14.96 30.23 -1.39 57.04 -33.98 5 1 5 1290.04 -2.02 -2.94 0.00 3.79 -5.67 11 -1279.35 2.02 2.94 -0.00 6.82 -4.10 2 5 1015.94 -3.81 -55.16 1.18 121.20 -8.83 11 -1007.92 3.81 55.16 -1.18 111.88 -7.55 9 1 6 758.52 20.05 -2.75 -0.00 3.44 22.20 12 -747.84 -20.05 2.75 0.00 6.48 48.55 2 6 620.14 12.89 -60.00 0.16 124.29 12.18 12 -612.12 -12.89 60.00 -0.16 113.38 32.62 14 1 11 -40.76 435.24 0.00 -0.29 -0.01 498.88 12 40.76 315.99 -0.00 0.29 -0.00 -141.08 2 11 -34.70 327.08 3.02 -1.14 -12.30 375.74 12 34.70 236.34 -3.02 1.14 -5.89 -103.49 16 1 15 60.81 378.36 -0.00 0.04 -0.00 139.84 16 -60.81 372.88 0.00 -0.04 0.00 -123.47 2 15 45.61 283.60 0.40 -0.13 -1.29 104.67 16 -45.61 279.83 -0.40 0.13 -1.01 -93.39 ************** END OF LATEST ANALYSIS RESULT ************** 58. START CONCRETE DESIGN CONCRETE DESIGN 59. CODE BS8007 PROGRAM CODE REVISION V1.0_8007_87/1 60. TRACK 1.0 MEMB 14 61. TRACK 2.0 MEMB 16 62. MAXMAIN 40 ALL 63. DESIGN BEAM 14 16 FRAME WITH CONCRETE DESIGN -- PAGE NO. 4 ==================================================================== B E A M N O. 14 D E S I G N R E S U L T S - FLEXURE LEN - 6000. mm FY - 460. FC - 30. SIZE - 380. X 535. mm LEVEL HEIGHT BAR INFO FROM TO ANCHOR mm mm mm STA END ------------------------------------------------------------------- 1 35. 5- 20 MM 740. 6000. NO YES |----------------------------------------------------------------| | CRITICAL POS MOMENT= 257.51 KN-M AT 3500. mm, LOAD 1 | | REQD STEEL= 1480. mm2, ROW=0.0073, ROWMX=0.0400,ROWMN=0.0013 | | MAX/MIN/ACTUAL BAR SPACING= 174./ 45./ 58. mm | |----------------------------------------------------------------| 2 487. 4- 32 MM 0. 1760. YES NO COMP. 5- 10 MM (REQD. STEEL= 375. SQ. MM) |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 498.88 KN-M AT 0. mm, LOAD 1 | | REQD STEEL= 3192. mm2, ROW=0.0157, ROWMX=0.0400,ROWMN=0.0013 | | MAX/MIN/ACTUAL BAR SPACING= 171./ 35./ 70. mm | |----------------------------------------------------------------| 3 497. 7- 12 MM 5240. 6000. NO YES |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 141.08 KN-M AT 6000. mm, LOAD 1 | | REQD STEEL= 762. mm2, ROW=0.0037, ROWMX=0.0400,ROWMN=0.0013 | | MAX/MIN/ACTUAL BAR SPACING= 170./ 37./ 41. mm | |----------------------------------------------------------------| B E A M N O. 14 D E S I G N R E S U L T S - SHEAR PROVIDE SHEAR LINKS AS FOLLOWS |----------------------------------------------------------------| | FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C | |----------------|------------|------|-------|-----|-------------| | END 1 2001 mm | 435.2 kN | 1 | 8 mm | 28 | 74 mm | | 2001 3502 mm | 184.8 kN | 1 | 8 mm | 6 | 250 mm | | 3499 5000 mm | 190.8 kN | 1 | 8 mm | 6 | 250 mm | | 5000 END 2 | 316.0 kN | 1 | 8 mm | 10 | 111 mm | |----------------------------------------------------------------| FRAME WITH CONCRETE DESIGN -- PAGE NO. 5 ___ 11J____________________ 6000.X 380.X 535_____________________ 12J____ | =========|| ||===================== 7No12 H*****5240.TO|6000 | | 4No32 H*****|||0.TO|1760 | | | | | | | 28*8 c/c 74|||||||||| 10*8 c/c111| | | | |||||||||||||| | | | | | | | |5No20|H35.00|740.TO 6000 | | | | | | | ==================================================================|| |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | ooooooo | | OOOO | | OOOO | | | | | | 7T12 | | 4T32 | | 4T32 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 5T20 | | 5T20 | | 5T20 | | 5T20 | | | | ooooo | | ooooo | | ooooo | | ooooo | |___________| |___________| |___________| |___________| |___________| ==================================================================== B E A M N O. 16 D E S I G N R E S U L T S - FLEXURE LEN - 6000. mm FY - 460. FC - 30. SIZE - 380. X 535. mm LEVEL HEIGHT BAR INFO FROM TO ANCHOR mm mm mm STA END ------------------------------------------------------------------- 1 41. 4- 32 MM 0. 6000. YES YES COMP. 6- 8 MM (REQD. STEEL= 264. SQ. MM) 2 497. 7- 12 MM 0. 760. YES NO 3 497. 6- 12 MM 5240. 6000. NO YES REQUIRED REINF. STEEL SUMMARY : ------------------------------- SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE) ( MM ) (SQ. MM ) (KN-METER) 0. 0.0/ 754.7 0.00/ 139.84 0/ 1 500. 264.3/ 0.0 34.13/ 0.00 1/ 0 1000. 971.9/ 0.0 176.79/ 0.00 1/ 0 1500. 1687.4/ 0.0 288.09/ 0.00 1/ 0 2000. 2278.7/ 0.0 368.01/ 0.00 1/ 0 2500. 2684.2/ 0.0 416.52/ 0.00 1/ 0 3000. 2829.9/ 264.3 433.60/ 0.00 1/ 0 3500. 2708.4/ 0.0 419.25/ 0.00 1/ 0 4000. 2322.3/ 0.0 373.48/ 0.00 1/ 0 4500. 1744.6/ 0.0 296.29/ 0.00 1/ 0 5000. 1037.9/ 0.0 187.72/ 0.00 1/ 0 5500. 264.3/ 0.0 47.78/ 0.00 1/ 0 6000. 0.0/ 661.2 0.00/ 123.47 0/ 1 FRAME WITH CONCRETE DESIGN -- PAGE NO. 6 B E A M N O. 16 D E S I G N R E S U L T S - SHEAR PROVIDE SHEAR LINKS AS FOLLOWS |----------------------------------------------------------------| | FROM - TO | MAX. SHEAR | LOAD | LINKS | NO. | SPACING C/C | |----------------|------------|------|-------|-----|-------------| | END 1 2001 mm | 378.4 kN | 1 | 8 mm | 28 | 74 mm | | 2001 3002 mm | 127.9 kN | 1 | 8 mm | 4 | 250 mm | | 2999 4000 mm | 122.5 kN | 1 | 8 mm | 4 | 250 mm | | 4000 END 2 | 372.9 kN | 1 | 8 mm | 28 | 74 mm | |----------------------------------------------------------------| ___ 15J____________________ 6000.X 380.X 535_____________________ 16J____ ||======== =========|| | 7No12|H***** 0.TO 760 6No12 H*****5240.TO|6000 | | |||||||| ||||||||| | | 28*8 c/c 74 28*8 c/c 74||| | | |||||||| ||||||||| | | 4No32|H41.00 0.TO 6000 ||||||||| | ||=========================================================================|| |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | ooooooo | | | | | | | | oooooo | | 7T12 | | | | | | | | 6T12 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 4T32 | | 4T32 | | 4T32 | | 4T32 | | 4T32 | | OOOO | | OOOO | | OOOO | | OOOO | | OOOO | |___________| |___________| |___________| |___________| |___________| ********************END OF BEAM DESIGN************************** 64. DESIGN COLUMN 2 5 FRAME WITH CONCRETE DESIGN -- PAGE NO. 7 ==================================================================== C O L U M N N O. 2 D E S I G N R E S U L T S FY - 460. FC - 30. N/MM2 CIRC SIZE 300. MM DIAMETER AREA OF STEEL REQUIRED = 1681. SQ. MM. BAR CONFIGURATION REINF PCT. LOAD LOCATION ---------------------------------------------------- 15 12 MM 2.378 2 EACH END (ARRANGE COLUMN REINFORCEMENTS SYMMETRICALLY) ==================================================================== C O L U M N N O. 5 D E S I G N R E S U L T S FY - 460. FC -30. N/MM2 SQRE SIZE - 300. X 300. MM, AREA OF STEEL REQUIRED = 2677. SQ. MM. BAR CONFIGURATION REINF PCT. LOAD LOCATION ---------------------------------------------------- 16 16 MM 2.975 2 EACH END (ARRANGE COLUMN REINFORCEMENTS SYMMETRICALLY) ********************END OF COLUMN DESIGN RESULTS******************** 65. END CONCRETE DESIGN 66. FINISH *********** END OF THE STAAD.Pro RUN *********** **** DATE= OCT 27,2022 TIME= 15: 8:33 **** FRAME WITH CONCRETE DESIGN -- PAGE NO. 8 ************************************************************ * For technical assistance on STAAD.Pro, please visit * * http://www.bentley.com/en/support/ * * * * Details about additional assistance from * * Bentley and Partners can be found at program menu * * Help->Technical Support * * * * Copyright (c) Bentley Systems, Inc. * * http://www.bentley.com * ************************************************************