how to use RAM in staad pro and why it is inactive.
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how to use RAM in staad pro and why it is inactive.
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Section Wizard Errors
I have tried to make a unique section using the section wizard. I have no problem creating the shape, exporting to STAAD, adding it to a new user table and then assigning. However when I try to run a simple analysis just to see if it will correctly associate and analyze the shape I get 2 errors saying (1) that the file cannot be found - although the .upt file is located in the same folder as the STAAD model, and (2) that the section properties cannot be read - however I calculated them in the section wizard and can open the .upt file with notepad. Why is the file not found or readable?
My input file is as follows:
STAADSPACE
STARTJOBINFORMATION
ENGINEERDATE23-Aug-17
ENDJOBINFORMATION
INPUTWIDTH79
UNITINCHESKIP
JOINTCOORDINATES
1000; 21000;
MEMBERINCIDENCES
112;
STARTUSERTABLE
TABLE1Tee.upt
END
DEFINEMATERIALSTART
ISOTROPICSTEEL
E29000
POISSON0.3
DENSITY0.000283
ALPHA6e-006
DAMP0.03
TYPESTEEL
STRENGTHFY36FU58RY1.5RT1.2
ENDDEFINEMATERIAL
MEMBERPROPERTY
1UPTABLE1Tee
CONSTANTS
MATERIALSTEELALL
LOAD1LOADTYPEDeadTITLEDEADLOAD
SELFWEIGHTY-1LISTALL
PERFORMANALYSIS
STEELMEMBERTAKEOFFLISTALL
FINISH
My output file is as follows:
1. STAAD SPACE
INPUT FILE: C:\Users\nbrooks\STAAD\TestSection.STD
2. START JOB INFORMATION
3. ENGINEER DATE 23-AUG-17
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT INCHES KIP
7. JOINT COORDINATES
8. 1 0 0 0; 2 10 0 0
9. MEMBER INCIDENCES
10. 1 1 2
11. START USER TABLE
12. TABLE 1 TEE.UPT
13. END
14. DEFINE MATERIAL START
15. ISOTROPIC STEEL
16. E 29000
17. POISSON 0.3
18. DENSITY 0.000283
19. ALPHA 6E-006
20. DAMP 0.03
21. TYPE STEEL
22. STRENGTH FY 36 FU 58 RY 1.5 RT 1.2
23. END DEFINE MATERIAL
24. MEMBER PROPERTY
25. 1 UPTABLE 1 TEE
*** ERROR : FILE NOT FOUND C:\User
**ERROR- IN READING MEMBER PROPERTIES. CHECK DATA FORMAT CAREFULLY.
*********** END OF THE STAAD.Pro RUN ***********
The files are all located in C:\User\nbrooks\STAAD I am not sure why it does not print the entire location name, is that part of the problem?
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Ram will the user reinforcement and PT influence on the bending moment result? Why the hyperstatic load is not included in the serviceability load comb?
Dear all,
I have few questions when I checking an existing two way slab,(the study is focus on the edge beam highlighted below) could you help me to answer the question below?
The layout of the two way slab
The layout of the two way slab
The longitude design strip
- I have ticked check capacity of user reinforcement without designing additional program reinforcement. When I input user reinforcements and PT tendons, the bending moment results is different from no reinforcement or PT input. Is the user reinforcement and PT will affect the results for the bending moment? Due to stiffness changes? Or other reason?
- When I check the result with user reinforcement and PT, the plot bending moment results by plot at slab and strip are inconsistent.
The result from strip plot
The result from slab plot 
The result from slab plot 
3. Load comb – I’ve noticed the hyperstatic loading is not allow for serviceability, but it will be included in the ultimate strength design (the balance loading will not be included in this load case) Could anyone explain me the reason?
Regards,
Fiona
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Staad Foundation Advanced V8.2.0.31 crash
When I try to design a mat foundation using Staad Foundation Advanced V8.2.0.31, it is crash after running the analysis.
After the analysis the program immediately showing the calculation sheet report, it show the report without setting steel design parameters and if a try to return to slab envelope moment to set this parameters it crash.
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Design of custom material (Aluminum) not working
In Ram elements V8i, I added the properties of aluminum into a new material. I changed all my members to be aluminum but when I try to design it, it says that they were not designed, no reason given.
How can I effectively Design with aluminum properties?
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interface not supported
When attempting to optimize a wall design in RAM Elements Standalong Module, receive and error message: "Interface not supported" Help!
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Support reaction other than global direction?
Dear Staad expert,
I am modeling a continuous 3 spans curved bridge and wanted to know if the support reaction value from the post processing able to report according the local coordinate of the adjacent beam (or any direction we specify)? I mean to use the tangential direction for bearings as recommended by the code.
Please share some insights. Thank you.
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How to add "view selected object only" to a toolbar, for example, "view toolbar?
How to add "view selected object only" to a toolbar, for example, "view toolbar?
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STAAD automatically opening Advanced
Is there a way to change the default program back to STAAD.Pro instead of STAAD.Pro Advanced? I am running the latest CONNECT edition and accidentally set that opening prompt to stop showing up.
Thanks,
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How to add stiffeners (angles) to the plate?
From the picture above, you can see the stiffeners are outside of the plate. But when I add plates around the stiffeners, Staad adds it to the centroid of the stiffeners rather than the outside? Thanks.
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Truss Connection in RAM Elements-Truss Module
How can I design steel truss connection in RAM Elements- Truss module. Is it possible to use RAM connections for a truss set up in the RAM Elements truss module?
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Element Load Specifications-Plates in Staad Pro.
Hi,
From section 5.32.3.1, Option 1 of Staad TR-Manual: If only x1, y1 is provided, the load is assumed as a concentrated load applied at the specified point defined by (xi, y1).
Could you please tell me how do we measure x1, y1 from the center of the element in the local axis system?
Thank you
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BS 5950 Clause 4.7.10.2 (c)
Hi there,
It seems like STAAD has not taken consider Clause 4.7.10.2(c) for angle section.
"by a single bolt, the compression resistance should be taken as 80% of the compression resistance of an axially loaded member and the slenderness lamda should be taken as the greatest of : ...."
Among available option within Parameter LEG, 4.7.10.2(c) is not available.
Compression capacity for single angle with single bolt connection has not yet taken 20% reduction.
Please can anyone advise?
Thank you.
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Staad foundation.
- Hola a todos quisiera saber como debo modelar la interacción suelo estructura en staad pro.
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STAAD FOUNDATION ADVANCED
Hello,
I am designing a combined footing pile cap on Staad Foundation Advanced v8i and I am wondering why my pile cap is so long. In the shear calculations on the calculation sheet I see a Pcw value but I cannot find where that number comes from. Does anyone know if that is a calculated value and if so how I can check the calculation of that number?
Thanks,
TB
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RAM Concept - Development Length of Tendons
I tried looking through the manual but couldn't find any information about the development/transmission length of tendons, particularly at dead ends.
I'd like to understand better how RAM Concept treats anchorage zones.
Thanks
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I am a beginner. What is the best way to learn STAAD-Pro? Please suggest.
Can anyone suggest me the ways to learn STAAD-Pro? I just completed my graduation.
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Please see the attached model and tell me why these member showing instability. how to remove these instability.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 07-Jun-17
END JOB INFORMATION
INPUT WIDTH 79
UNIT INCHES POUND
JOINT COORDINATES
1 0 0 0; 2 0 0 120; 3 46 0 0; 4 46 0 120; 5 151 0 0; 6 151 0 120; 7 256 0 0;
8 256 0 120; 9 348 0 0; 10 348 0 120; 11 429 0 0; 12 429 0 120; 13 493 0 0;
14 493 0 120; 15 547 0 0; 16 547 0 120; 17 576 0 0; 18 576 0 120; 19 671 0 0;
20 671 0 120; 21 776 0 0; 22 776 0 120; 23 881 0 0; 24 881 0 120; 25 0 0 36;
26 46 0 36; 27 151 0 36; 28 256 0 36; 29 348 0 36; 30 429 0 36; 31 493 0 36;
32 0 0 84; 33 46 0 84; 34 151 0 84; 35 256 0 84; 36 348 0 84; 37 429 0 84;
38 493 0 84; 39 547 0 36; 40 547 0 84; 42 429 0 27; 43 493 0 27; 44 429 0 93;
45 493 0 93; 50 20 -14 0; 51 20 -14 120; 54 152 -14 0; 55 152 -14 120;
58 257 -14 0; 59 257 -14 120; 62 349 -14 0; 63 349 -14 120; 66 577 -14 0;
67 577 -14 120; 70 672 -14 0; 71 672 -14 120; 74 777 -14 0; 75 777 -14 120;
78 882 -14 0; 79 882 -14 120; 82 348 50 0; 83 429 50 0; 84 429 50 120;
85 493 50 0; 86 493 50 120; 87 576 50 0; 88 576 50 120; 89 46 50 36;
90 151 50 36; 91 256 50 36; 92 348 50 36; 93 46 50 84; 94 151 50 84;
95 256 50 84; 96 348 50 84; 97 0 50 0; 98 46 50 0; 99 46 50 120;
103 348 50 120; 104 0 50 120; 105 0 50 36; 106 0 50 84; 107 348 25 0;
108 429 25 0; 109 429 25 120; 110 493 25 0; 111 493 25 120; 112 576 25 0;
113 576 25 120; 114 46 25 36; 115 151 25 36; 116 256 25 36; 117 348 25 36;
118 46 25 84; 119 151 25 84; 120 256 25 84; 121 348 25 84; 122 0 25 0;
123 46 25 0; 124 46 25 120; 125 348 25 120; 126 0 25 120; 127 0 25 36;
128 0 25 84; 129 46 -46 0; 130 46 -46 120;
MEMBER INCIDENCES
1 1 25; 2 1 3; 3 2 4; 4 3 26; 5 3 5; 6 4 6; 7 5 27; 8 5 7; 9 6 8; 10 7 28;
11 7 9; 12 8 10; 13 9 29; 14 9 11; 15 10 12; 16 11 42; 17 11 13; 18 12 14;
19 13 43; 20 13 15; 21 14 16; 22 15 39; 23 15 17; 24 16 18; 25 17 18; 26 17 19;
27 18 20; 28 19 20; 29 19 21; 30 20 22; 31 21 22; 32 21 23; 33 22 24; 34 23 24;
35 3 6; 36 5 8; 37 7 10; 38 9 12; 39 25 32; 40 26 33; 41 27 34; 42 28 35;
43 29 36; 44 30 37; 45 31 38; 46 25 26; 47 26 27; 48 27 28; 49 28 29; 50 29 30;
52 32 2; 53 33 4; 54 34 6; 55 35 8; 56 36 10; 57 37 44; 58 38 45; 59 33 32;
60 33 34; 61 34 35; 62 35 36; 63 36 37; 64 39 40; 65 40 16; 66 31 39; 67 38 40;
69 42 30; 70 43 31; 71 42 43; 72 44 12; 73 45 14; 74 44 45; 75 17 20; 76 19 22;
77 21 24; 81 50 51; 84 54 55; 87 58 59; 90 62 63; 93 66 67; 96 70 71; 99 74 75;
102 78 79; 105 9 107; 106 11 108; 107 12 109; 108 13 110; 109 14 111;
110 17 112; 111 18 113; 112 26 114; 113 27 115; 114 28 116; 115 29 117;
116 33 118; 117 34 119; 118 35 120; 119 36 121; 120 1 122; 121 3 123;
122 4 124; 126 97 98; 127 98 89; 128 89 90; 129 90 91; 130 91 92; 131 92 82;
132 82 83; 133 85 83; 134 85 87; 135 87 88; 136 88 86; 137 86 84; 138 10 125;
139 84 103; 140 103 96; 141 96 95; 142 95 94; 143 94 93; 144 93 99; 145 2 126;
146 25 127; 147 32 128; 148 97 105; 149 105 106; 150 106 104; 151 104 99;
152 107 82; 153 108 83; 154 109 84; 155 110 85; 156 111 86; 157 112 87;
158 113 88; 159 114 89; 160 115 90; 161 116 91; 162 117 92; 163 118 93;
164 119 94; 165 120 95; 166 121 96; 167 122 97; 168 123 98; 169 124 99;
170 125 103; 171 126 104; 172 127 105; 173 128 106; 174 122 123; 175 123 114;
176 114 115; 177 115 116; 178 116 117; 179 117 107; 180 107 108; 181 110 108;
182 110 112; 183 112 113; 184 113 111; 185 111 109; 186 109 125; 187 125 121;
188 121 120; 189 120 119; 190 119 118; 191 118 124; 192 122 127; 193 127 128;
194 128 126; 195 126 124; 209 1 129; 211 2 130;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.9e+007
POISSON 0.3
DENSITY 0.283
ALPHA 6e-006
DAMP 0.03
TYPE STEEL
STRENGTH FY 36000 FU 58000 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
2 3 5 6 8 9 11 12 14 15 17 18 20 21 23 24 26 27 29 30 32 33 TABLE ST W18X192
46 TO 50 59 TO 63 66 67 71 74 TABLE ST W6X15
1 4 7 10 13 22 25 28 31 34 39 TO 43 52 TO 56 64 65 TABLE ST C6X10
16 19 44 45 57 58 69 70 72 73 TABLE ST W12X26
35 TO 38 75 TO 77 TABLE ST L40406
81 84 87 90 93 96 99 102 209 211 TABLE ST L40406
105 TO 122 126 TO 195 TABLE ST PIPS12
CONSTANTS
BETA 45 MEMB 81 84 87 90 93 96 99 102 209 211
MATERIAL STEEL ALL
MEMBER OFFSET
1 4 7 10 13 16 19 22 25 28 31 34 39 TO 50 52 TO 67 69 TO 74 81 84 87 90 93 -
96 99 102 START 0 7 0
1 4 7 10 13 16 19 22 25 28 31 34 39 TO 50 52 TO 67 69 TO 74 81 84 87 90 93 -
96 99 102 END 0 7 0
SUPPORTS
3 4 11 12 17 18 23 24 129 130 FIXED
DEFINE WIND LOAD
TYPE 1 WIND 1
INT 0.6 HEIG 50
EXP 0.3 JOINT 1 TO 40 42 TO 45 50 51 54 55 58 59 62 63 66 67 70 71 74 75 78 -
79 82 TO 99 103 TO 128
DEFINE IBC 2006
ZIP 70084 I 1.25 RX 3 RZ 4 SCLASS 5 CT 0.049 TL 12 FA 2.5 FV 3.5 K 0.75
SELFWEIGHT 1
JOINT WEIGHT
42 TO 45 WEIGHT 1000
FLOOR WEIGHT
YRANGE 0 0 FLOAD 100 XRANGE -0.1 1.18 ZRANGE -0.1 3.1
YRANGE 0 0 FLOAD 100 XRANGE 1.16 11 ZRANGE 0.9 2.14
YRANGE 0 0 FLOAD 100 XRANGE 10.8 14 ZRANGE -0.1 3.1
YRANGE 0 0 FLOAD 500 XRANGE -0.1 1.18 ZRANGE -0.1 3.1
YRANGE 0 0 FLOAD 500 XRANGE 1.16 11 ZRANGE 0.9 2.14
YRANGE 0 0 FLOAD 500 XRANGE 10.8 14 ZRANGE -0.1 3.1
LOAD 1 (SEISMIC LOAD IN X DIRECTION)
IBC LOAD X 0.75
LOAD 2 (SEISMIC LOAD IN Z DIRECTION)
IBC LOAD Z 0.75
LOAD 3 LOADTYPE Dead TITLE DEAD LOAD
SELFWEIGHT Y -1 LIST 1 TO 50 52 TO 67 69 TO 77 105 TO 122 126 TO 195
JOINT LOAD
42 TO 45 FY -1000
MODAL CALCULATION REQUESTED
UNIT METER KG
FLOOR LOAD
YRANGE 0 0 FLOAD -100 XRANGE -0.1 1.18 ZRANGE -0.1 3.1 GY
YRANGE 0 0 FLOAD -100 XRANGE 1.16 11 ZRANGE 0.9 2.14 GY
YRANGE 0 0 FLOAD -100 XRANGE 10.8 14 ZRANGE -0.1 3.1 GY
UNIT INCHES POUND
LOAD 4 LOADTYPE Live TITLE LIVE LOAD
UNIT METER KG
FLOOR LOAD
YRANGE 0 0 FLOAD -500 XRANGE -0.1 1.18 ZRANGE -0.1 3.1 GY
YRANGE 0 0 FLOAD -500 XRANGE 1.16 11 ZRANGE 0.9 2.14 GY
YRANGE 0 0 FLOAD -500 XRANGE 10.8 14 ZRANGE -0.1 3.1 GY
LOAD 5 LOADTYPE Wind TITLE WLX
WIND LOAD X 1 TYPE 1 OPEN
LOAD 6 LOADTYPE Wind TITLE WLZ
WIND LOAD Z 1 TYPE 1 OPEN
LOAD COMB ABS 7 SLX+DL+LL
1 1.0 3 1.0 4 1.0
LOAD COMB ABS 8 SLZ+DL+LL
2 1.0 3 1.0 4 1.0
LOAD COMB ABS 9 WLX+DL+LL
5 1.0 3 1.0 4 1.0
LOAD COMB ABS 10 WLZ+DL+LL
6 1.0 3 1.0 4 1.0
PERFORM ANALYSIS
PARAMETER 1
CODE AISC UNIFIED
TRACK 2 ALL
DFF 300 MEMB 2 3 5 6 8 9 11 12 14 15 17 18 20 21 23 24 26 27 29 30 32 33
DJ1 1 MEMB 2 5 8 11 14 17 20 23 26 29 32
DJ2 23 MEMB 2 5 8 11 14 17 20 23 26 29 32
DJ1 2 MEMB 3 6 9 12 15 18 21 24 27 30 33
DJ2 24 MEMB 3 6 9 12 15 18 21 24 27 30 33
DFF 300 MEMB 46 TO 50 59 TO 63 66 67 71 74
DJ1 25 MEMB 46 TO 50
DJ2 30 MEMB 46 TO 50
DJ1 32 MEMB 59 TO 63
DJ2 37 MEMB 59 TO 63
DFF 300 MEMB 1 4 7 10 13 22 25 28 31 34 39 TO 43 52 TO 56 64 65 81 84 87 90 -
93 96 99 102
DJ1 1 MEMB 1 39 52
DJ2 2 MEMB 1 39 52
DJ1 3 MEMB 4 40 53
DJ2 4 MEMB 4 40 53
DJ1 5 MEMB 7 41 54
DJ2 6 MEMB 7 41 54
DJ1 7 MEMB 10 42 55
DJ2 8 MEMB 10 42 55
DJ1 9 MEMB 13 43 56
DJ2 10 MEMB 13 43 56
DJ1 15 MEMB 22 64 65
DJ2 16 MEMB 22 64 65
DJ1 17 MEMB 25
DJ2 18 MEMB 25
CHECK CODE ALL
PARAMETER 2
CODE AISC UNIFIED
STEEL TAKE OFF ALL
FINISH
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Global Plate Stress
Hello,
When working with plate stresses, there is a stress type option of 'Global Stress', where the user can choose 'Result Dir.' and' Up'. I can't seem to find a description or derivation for this stress type in the Help. Can I get an explanation / clarification on what this type of stress is defined as?
Thanks!
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Error, Steel table Property is not Found in Table. Check syntax.
Can u guys help me in my assignment...
Im new to STAAD and i cant understand the ERROR in my work
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