Hi, I have a model in STAAD.Pro V8i Select Series 2, with 50 primary load cases, 10 of which are acting as combinations using the REPEAT LOAD command.

The model has many plates and compression/tension only springs, taking around 10 hours to solve, I want to reduce this time by only solving the combination load cases.

I know that reference loads are not solved, and I can make the 40 primary loads into reference loads, but how do I incorporate these into the REPEAT LOAD command? I know I can combine them into a primary load using the REFERENCE LOAD command.

From what I have read, loads must be included in the REPEAT LOAD command in order to create load vectors which the analysis then solves for.

Ultimately, my question is: Does the REFERENCE LOAD command act in the same way as REPEAT LOAD, ie; combine loads into vectors and then solve, rather than combine the results of separately solved load cases.

Any help would be appreciated. Cheers

Please help.. I am having warning messages.. Can this affect the result or should I neglect the warnings? Thank you very much!(Please visit the site to view this file)

Hi

Currently staad does not design columns in tension for both the BS and European codes using the RC Designer. Is there any procedure available in some text book that can be followed considering that staad does not do it.

Regards

Sriprakash

Hello there,

I am trying to analyse a structure which is incrementally subjected to dead loads using the inactive members / change commands so I can simulate the sequence of construction. There are several issues regarding this and very little to no help online.

1. I am using plate elements in the model and even though there is a "INACTIVE ELEMENTS" command in the manual this does NOT seem to be working. I have ended up using the "INACTIVE MEMBERS" command for both members and elements. I think this is working but it seems strange since there already is a command assigned for that purpose.

2. I get some random warnings about the stiffness of the joints (usually the first ones) which are immediately activated in the next part of the analysis. A typical warning message is copied here: " *WARNING- ZERO STIFFNESS IN DIRECTION 1 AT JOINT 1003 EQN.NO. 5773 "

3. During each step of the analysis, the first row of the immediate (above) inactive elements are always over-stressed even thought that they are defined as INACTIVE for that specific analysis run. There seems to be a mixup causing them to pick up stresses from load cases that induce loading to the active elements below.

Has anyone used STAAD for multiple analysis for this purpose before? Have you ever come across any of these issues? I would really appreciate your help.

Regards,

Christos

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 08-Dec-15
END JOB INFORMATION
INPUT WIDTH 79
*
UNIT FEET KIP
*
JOINT COORDINATES
*TRUSS 1 BOTTOM CHORD
101 0.0 0.0 0.0 122 126.0 0.0 0.0 1
* TRUSS 1 TOP CHORD
123 0.0 18.0 0.0 144 126.0 18.0 0.0 1
* TRUSS 2 BOTTOM CHORD
201 0.0 0.0 14.17 222 126.0 0.0 14.17 1
* TRUSS 2 TOP CHORD
223 0.0 18.0 14.17 244 126.0 18.0 14.17 1
*
MEMBER INCIDENCES
* TRUSS BOTTOM CHORDS
101 101 102 121 1 1
122 201 202 142 1 1
* TRUSS TOP CHORDS
201 123 124 221 1 1
222 223 224 242 1 1
* TRUSS VERTICALS
301 101 123 308 1 3
309 201 223 316 1 3
* BOTTOM CHORD FLOORBEAMS
501 101 201 522 1 1
* TOP CHORD FLOORBEAMS
601 123 223 622 1 1
*
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.176e+006
POISSON 0.3
DENSITY 0.49
ALPHA 6.5e-006
DAMP 0.03
END DEFINE MATERIAL
*
*
MEMBER PROPERTY AMERICAN
* BOTTOM CHORDS
101 TO 142 TABLE ST W12X22
* TOP CHORDS
201 TO 242 TABLE ST W36X302
* TRUSS VERTICALS
301 TO 316 TABLE ST W18X50
* BOTTOM CHORD FLOORBEAMS
501 TO 522 TABLE ST W12X16
* TOP CHORD FLOORBEAMS
601 TO 622 TABLE ST W10X15
*
* VERTICALS
MEMBER TRUSS
301 TO 316
*
MEMBER RELEASE
* FLOORBEAMS AND ROOF BEAMS
501 TO 522 601 TO 622 BOTH MZ
*
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS

101 201 FIXED BUT FX MX MY MZ KFZ 672

122 222 FIXED BUT MX MY MZ KFX 1200 KFZ 672

123 144 223 244 FIXED BUT MX MY MZ

*
LOAD 1 LOADTYPE Dead TITLE DEAD
SELFWEIGHT Y -1.1
MEMBER LOAD
101 TO 142 UNI GY -0.736
201 TO 242 UNI GY -0.06
502 TO 521 UNI GY -0.3
501 522 UNI GY -0.15
602 TO 621 UNI GY -0.15
601 622 UNI GY -0.075
*
LOAD 2 LOADTYPE Live TITLE LIVE
MEMBER LOAD
502 TO 521 UNI GY -0.6
501 522 UNI GY -0.3
*
LOAD 3 LOADTYPE Snow TITLE SNOW
MEMBER LOAD
602 TO 621 UNI GY -0.252
601 622 UNI GY -0.126
*
LOAD 4 LOADTYPE Wind TITLE WIND UPLIFT
MEMBER LOAD
201 TO 221 UNI GY 0.071
222 TO 242 UNI GY -0.213
*
LOAD 5 LOADTYPE Wind TITLE WIND LOAD ON SUPERSTRUCTURE
MEMBER LOAD
201 TO 221 UNI GZ 0.0167
*
LOAD 6 LOADTYPE Wind TITLE WIND LOAD ON SUPERSTRUCTURE (TRUSS SYSTEM)
MEMBER LOAD
201 TO 221 UNI GZ 0.258
101 TO 121 UNI GZ 0.119
** LOAD COMBINATIONS
LOAD COMB 101 SERVICE I - DC + LL +0.3W
1 1.0 2 1.0 4 1.0 5 1.0 61
*
LOAD COMB 102 STRENGTH I - 1.25DC + 1.75LL
1 1.25 2 1.75
*
LOAD COMB 103 STRENGTH III - .25DC + 1.4W
1 1.25 4 1.4 5 1.4 6 1.4
LOAD COMB 104 EXTREME EVENT - 1.25DC + 0.5LL + SNOW
1 1.25 2 0.5 3 1.0
*
PERFORM ANALYSIS
*
* LRFD CODE CHECK FOR CHORD MEMBERS
UNIT INCHES KIP
PARAMETER 1
CODE LRFD
FYLD 50 ALL
BEAM 1 ALL
CAN 0 ALL
LY 18 MEMB 101 TO 142 201 TO 242
LZ 6 MEMB 101 TO 142 201 TO 242
CHECK CODE MEMB 101 TO 142 201 TO 242
*
* LRFD CODE CHECK FOR TRUSS VERTICALS
PARAMETER 2
CODE LRFD
FYLD 50 ALL
BEAM 1 ALL
CHECK CODE MEMB 301 TO 316
*
* LRFD CODE CHECK FOR FLOORBEAMS
PARAMETER 3
CODE LRFD
FYLD 50 ALL
BEAM 1 ALL
CHECK CODE MEMB 501 TO 522
*
* LRFD CODE CHECK FOR TOP CHORD BEAMS
PARAMETER 4
CODE LRFD
FYLD 50 ALL
BEAM 1 ALL
CHECK CODE MEMB 601 TO 622
*
FINISH

I have a 106'-3" skewed through girder rail road bridge, the skew is very large about 55 deg.  I created a 3D model and run the moving train load across the bridge.  The maximum moment in the girders is coming out very low.  I have had multiple people review my input and so far no one can find anything wrong.  I was hoping someone would have some insight into weather STAAD can handle large skews, if there is a trick to producing the correct moments for large skewed bridges or if I need to purchase the STAAD.Beava add on program?

Thank you, I have included my input below:

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 18-SEPT-15
JOB NAME Bridge 118 - Girder
ENGINEER NAME AMW
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
100 0 0 -16.667; 101 9.458 0 -16.667; 102 14.458 0 -16.667;
103 20.75 0 -16.667; 104 21.958 0 -16.667; 105 28.458 0 -16.667;
106 33.833 0 -16.667; 107 45.708 0 -16.667; 108 57.583 0 -16.667;
109 69.458 0 -16.667; 110 77.583 0 -16.667; 111 81.333 0 -16.667;
112 85.292 0 -16.667; 113 93.208 0 -16.667; 114 94.167 0 -16.667;
115 97.083 0 -16.667; 116 105.083 0 -16.667; 117 106.25 0 -16.667;
200 20.792 0 0; 201 21.958 0 0; 202 29.958 0 0; 203 32.875 0 0; 204 33.833 0 0;
205 41.75 0 0; 206 45.708 0 0; 207 49.458 0 0; 208 57.583 0 0; 209 69.458 0 0;
210 81.333 0 0; 211 93.208 0 0; 212 98.583 0 0; 213 105.083 0 0;
214 106.292 0 0; 215 112.583 0 0; 216 117.583 0 0; 217 127.042 0 0;
300 6.341 0 -11.583; 301 21.958 0 -11.583; 302 33.833 0 -11.583;
303 45.708 0 -11.583; 304 57.583 0 -11.583; 305 69.458 0 -11.583;
306 81.333 0 -11.583; 307 93.208 0 -11.583; 308 105.083 0 -11.583;
309 112.591 0 -11.583; 310 -5 0 -11.583; 311 140 0 -11.583;
400 14.45 0 -5.083; 401 21.958 0 -5.083; 402 33.833 0 -5.083;
403 45.708 0 -5.083; 404 57.583 0 -5.083; 405 69.458 0 -5.083;
406 81.333 0 -5.083; 407 93.208 0 -5.083; 408 105.083 0 -5.083;
409 120.700 0 -5.083; 410 -5 0 -5.083; 411 140 0 -5.083;
MEMBER INCIDENCES
100 100 101; 101 101 102; 102 102 103; 103 103 104; 104 104 105; 105 105 106;
106 106 107; 107 107 108; 108 108 109; 109 109 110; 110 110 111; 111 111 112;
112 112 113; 113 113 114; 114 114 115; 115 115 116; 116 116 117;
200 200 201; 201 201 202; 202 202 203; 203 203 204; 204 204 205; 205 205 206;
206 206 207; 207 207 208; 208 208 209; 209 209 210; 210 210 211; 211 211 212;
212 212 213; 213 213 214; 214 214 215; 215 215 216; 216 216 217;
300 300 301; 301 301 302; 302 302 303; 303 303 304; 304 304 305; 305 305 306;
306 306 307; 307 307 308; 308 308 309; 309 310 300; 310 309 311;
400 400 401; 401 401 402; 402 402 403; 403 403 404; 404 404 405; 405 405 406;
406 406 407; 407 407 408; 408 408 409; 409 410 400; 410 409 411;
500 104 301; 501 301 401; 502 401 201;
600 106 302; 601 302 402; 602 402 204;
700 107 303; 701 303 403; 702 403 206;
800 108 304; 801 304 404; 802 404 208;
900 109 305; 901 305 405; 902 405 209;
1000 111 306; 1001 306 406; 1002 406 210;
1100 113 307; 1101 307 407; 1102 407 211;
1200 116 308; 1201 308 408; 1202 408 213;
1400 104 204; 1401 201 106; 1402 106 206; 1403 204 107; 1404 107 208;
1405 206 108; 1406 108 209; 1407 208 109; 1408 109 210; 1409 209 111;
1410 111 211; 1411 210 113; 1412 113 213; 1413 211 116;
START GROUP DEFINITION
MEMBER
_100_GIRDER 100 TO 116
_200_GIRDER 200 TO 216
_300_STRINGER 300 TO 310
_400_STRINGER 400 TO 410
_FLOORBEAMS 500 TO 502 600 TO 602 700 TO 702 800 TO 802 900 TO 902 -
1000 TO 1002 1100 TO 1102 1200 TO 1202
_LOWER_BRACING 1400 TO 1413
END GROUP DEFINITION
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.176e+006
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-006
DAMP 0.03
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
*GIRDERS*
100 115 116 200 201 216 PRIS AX 0.773 IX 10.509 IY 0.046 YD 9.021 ZD 1.5
101 114 202 215 PRIS AX 1.005 IX 12.28 IY 0.061 YD 9.021 ZD 1.5
102 112 113 203 204 214 PRIS AX 1.189 IX 15.57 IY 0.090 YD 9.021 ZD 1.5
103 104 110 111 205 206 212 213 PRIS AX 1.355 IX 18.59 IY 0.117 YD 9.021 ZD 1.5
105 106 107 108 109 207 208 209 210 211 -
PRIS AX 1.521 IX 21.68 IY 0.143 YD 9.021 ZD 1.5
*STRINGERS*
300 TO 310 400 TO 410 PRIS AX 0.265 IX 0.209 IY 0.01 YD 2.1875 ZD 1.03125
*FLOORBEAMS*
500 TO 502 600 TO 602 700 TO 702 800 TO 802 900 TO 902 1000 TO 1002 -
1100 TO 1102 1200 TO 1202 PRIS AX 0.27 IX 0.494 IY 0.003 YD 3.42 ZD 0.70
*LOWER BRACING*
1400 TO 1413 PRIS AX 0.035 IX 0.0001 IY 0.0001 IZ 0.0001
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
100 300 400 200 PINNED
117 309 409 217 310 311 410 411 FIXED BUT FX MX MZ
MEMBER RELEASE
300 301 302 303 304 305 306 307 308 400 401 402 403 404 405 406 407 408 -
START MZ
308 408 END MZ
DEFINE MOVING LOAD
*286 Kip Cars*
TYPE 1 LOAD 35.75 35.75 35.75 35.75 35.75 35.75 35.75 35.75 35.75 35.75 35.75 -
35.75 35.75 35.75 35.75 35.75 35.75 35.75 35.75 35.75
DIST 5.667 19.583 5.667 6.667 5.667 19.583 5.667 6.667 5.667 19.583 5.667 -
6.667 5.667 19.583 5.667 6.667 5.667 19.583 5.667 WID 5
*315 Kip Cars*
TYPE 2 LOAD 39.375 39.375 39.375 39.375 39.375 39.375 39.375 39.375 39.375 -
39.375 39.375 39.375 39.375 39.375 39.375 39.375 39.375 39.375 39.375 39.375
DIST 6 30.667 6 6.4167 6 30.667 6 6.4167 6 30.667 6 6.4167 6 30.667 6 6.4167 -
6 30.667 6 WID 5
*E80 Cars (NORTH)*
TYPE 3 LOAD 20 40 40 40 40 26 26 26 26 20 40 40 40 40 26 26 26 26 10 20 20 20 -
20 20 20 20 20 20
DIST 8 5 5 5 9 5 6 5 8 8 5 5 5 9 5 6 5 5 5 5 5 5 5 5 5 5 5 WID 5
*E80 Cars (SOUTH)*
TYPE 4 LOAD 20 20 20 20 20 20 20 20 10 26 26 26 26 40 40 40 40 20 26 26 26 26 -
40 40 40 40 20
DIST 5 5 5 5 5 5 5 5 5 5 6 5 9 5 5 5 8 8 5 6 5 9 5 5 5 8 WID 5
*GP40 Cars*
TYPE 5 LOAD 35 35 35 35 35 35 35 35
DIST 9 25 9 16.17 9 25 9 WID 5
*AMTRAK*
TYPE 6 LOAD 34.3 34.3 34.3 34.3 14 14 14 14 13 13 13 13 13 13 13 13 14 14 14 -
14 34.3 34.3 34.3 34.3
DIST 9 34.2083 9 16.083 8.5 51 8.5 17.333 8.5 51 8.5 17.333 8.5 51 8.5 17.333 -
8.5 51 8.5 16.083 9 34.2083 9 WID 5
*SD-70M*
TYPE 7 LOAD 34.165 34.165 34.165 34.165 34.165 34.165 34.165 34.165 34.165 -
34.165 34.165 34.165
DIST 6.67 6.67 47.5 6.67 6.67 13.417 6.67 6.67 47.5 6.67 6.67 WID 5
*LOAD GENERATION 350
*TYPE 1 -190 0 -5.833 XINC 1
*LOAD GENERATION 400
*TYPE 2 -250 0 -5.833 XINC 1
*LOAD GENERATION 305
*TYPE 3 -160 0 -5.833 XINC 1
*LOAD GENERATION 305
*TYPE 4 -160 0 -5.833 XINC 1
*LOAD GENERATION 260
*TYPE 5 -110 0 -5.833 XINC 1
*LOAD GENERATION 620
*TYPE 6 -470 0 -5.833 XINC 1
LOAD GENERATION 350
TYPE 7 -200 0 -5.833 XINC 1
PERFORM ANALYSIS
FINISH

I have been instructed that the minimum 8x 10x and 12x for composite action are 8x15, 10x17, and 12x19. Is there a way to include these design restrictions in the program? I have tried a min depth size restriction to try to get it to design the 8x15 instead of the 8x10, but it just optimizes it to 10x12 instead. It is very time consuming to have to go through and change all the 10x12's to 10x17's and so on.

Thanks for any input!

hi guys

iam new to building design

i have completed my be civil engineering in 2015

i want learn how to manually analyse and design a building(with all load calculations and load paths)

please anyone help me

thanks in advance

Hi,

For one of my design, I need to use the Japanese channel sections. I have compared the information (especially moduli of section Zx and Zy, though other properties are matching) of Japanese channel sections with those given in the STAAD Section Database. This difference seems to quite considerable, hence I am writing this in the forum. If I am missing something, please advice me. Snapshots are included.

Hi,

I get strange lines when I try to use RAM Concept. These show up in all windows - mesh input / element etc, and even when I just try to insert architectural cad files. I have tried uninstalling and reinstalling the software several times. I have version 5.1.1.

Just wondering if anyone has any tips on what my issue might be?

Thanks,

nivk

Is it possible to create a moving (vehicle) load with different loads on each wheel within one axle. I have a single vehicle load moving along a bridge structure with eccentric load placed on it.

Hi,

I need to use the Master-Slave connection for one of my structure. Before, using it directly in my structure I tried to understand the behaviour first. For that, I have modelled a simple frame with two main supporting beams and one secondary beam. Snapshot for the same is attached herewith. I am unable to understand the SFD of the secondary beam in the attached snapshot. Since, it is a central concentrated load, there should be a sudden change in the SFD at the location of concentrated load, but it shows the linear variation. Please correct me if my interpretation is wrong or suggest me about the behaviour.

I need a mentor for staad.pro . plz tell me about mentor . 

Dear all,

I have started a raft foundation design using staad foundation v8i for around 12 columns ,only 3.6 m apart in transverse direction and 7.2 m in longitudinal direction with unfactored loads of around 5100kN and bearing capacity of 150kn/m2

After analysis, the programme gave punching shear failure in 5 columns from all corners (-1#IND0) in the punching shear value in each corners what does-2#IND0 stand for? And how do I get the punching shear stress from the programme?

Hi, I am analyzing the theoretical case for dynamic analysis on staad pro. Providing it a ground motion pulse of 1g acceleration, i am using Pinewood as material, now for dynamic cases, when i look at the time history acceleration plot, it does not make sense as i am trying to back calculate the force using F=ma, and it is much different than what i gave.ALso, how can i see time acceleration graphs for different modes. please have a look and respond as soon as possible.

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 21-Mar-16
END JOB INFORMATION
SET Z UP
INPUT WIDTH 79
UNIT INCHES POUND
JOINT COORDINATES
1 0 0 0; 2 0 0 33.5; 3 0 0 3.35; 4 0 0 6.7; 5 0 0 10.05; 6 0 0 13.4;
7 0 0 16.75; 8 0 0 20.1; 9 0 0 23.45; 10 0 0 26.8; 11 0 0 30.15;
MEMBER INCIDENCES
1 1 3; 2 3 4; 3 4 5; 4 5 6; 5 6 7; 6 7 8; 7 8 9; 8 9 10; 9 10 11; 10 11 2;
START USER TABLE
TABLE 2
UNIT INCHES POUND
PRISMATIC
WOODRULER
0.3 0.00225 0.025 0.009 0.2 0.2 1 0.3
END
DEFINE MATERIAL START
ISOTROPIC PINEWOOD
E 1.24416e+006
POISSON 0.33
DENSITY 0
ALPHA 0.0067
DAMP 0
G 8500
ISOTROPIC CONCRETE
E 3.15e+006
POISSON 0.17
DENSITY 0.087
ALPHA 5e-006
DAMP 0.05
TYPE CONCRETE
STRENGTH FCU 4000
ISOTROPIC PINEWOOD2
E 1.24416e+006
POISSON 0.33
DENSITY 0.33
ALPHA 0.0067
DAMP 1.88
G 8500
ISOTROPIC WOOD2
E 1.24416e+006
POISSON 0.33
DENSITY 0.33
ALPHA 0.0067
DAMP 0
G 8500
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
10 PRIS YD 0.3 ZD 1
MEMBER PROPERTY AMERICAN
1 TO 9 PRIS YD 0.3 ZD 1
CONSTANTS
MATERIAL PINEWOOD MEMB 1 TO 9
MATERIAL WOOD2 MEMB 10
SUPPORTS
1 FIXED
DEFINE TIME HISTORY DT 0.0013888
TYPE 1 ACCELERATION SAVE
0 0 0.5 386.4 1 0 1.5 -386.4 2 0
ARRIVAL TIME
0 1 2 3
DAMPING 0
CUT OFF MODE SHAPE 2
LOAD 1 LOADTYPE Dead TITLE DEAD
SELFWEIGHT Z -1
LOAD 3 LOADTYPE Seismic TITLE DYNAMIC
SELFWEIGHT X 1
SELFWEIGHT Y 1
SELFWEIGHT Z 1
GROUND MOTION X 1 1 1.000000
LOAD COMB 4 COMBINATION LOAD CASE 4
1 1.0 3 1.0
LOAD COMB 5 COMBINATION LOAD CASE 5
1 1.0 3 -1.0
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
PRINT MODE SHAPES
FINISH

Hi Team,

I would like to request the developer team to incorporate or provide a patch for STAAD v8i SS6  to view the utilization ratios of steel member with user input of precision. fro ex. instead of 0.081226 we can see 0.081. in graphical user interface.

Thank u.

[Please visit the site to access the poll]

Hello, 

I am creating a machine model in staad can some one please tell me that how can a create a beam condition connected to two other member and rotate about axis along the length.

the beam is connected to other two members by a radial bearing connection. 

Hello, 

I am creating a machine model in staad can some one please tell me that how can a create a beam condition connected to two other member and rotate about axis along the length.

the beam is connected to other two members by a radial bearing connection. please see the attachment for details about connection.

How do i delete my previous post?