Hello,

I have a model whith some beams/shell/geometry/floor groups defined

Can I list for beam or element all the groups that belongs ?

Thanks in advanced

You can use the MODE SELECT xxx  … command which would restrict the response to the set of modes limited by the command.  

Please refer to the section 5.30.2 of the technical reference manual titled Mode Selection for more details on this command.

Also if you have the license for the advanced analysis engine, you can use the Ritz Vector Method of eigensolution as opposed to the default Subspace Iteration. This method is able to account for the dynamic loading and is able to extract the relevant modes that can have significant effect on the dynamic response.  More details on that can be found at Technical Reference Manual section 1.18.3.1.2 titled Load-Dependent Ritz Vectors. The software can be instructed to use the Ritz Vector method of eigensolution by choosing the menu option Commands > Miscellaneous > Set Eigen Method > Load Dependent Ritz Vectors.

I'm running a response spectrum analysis on a fairly large model (11,000 nodes) in STAAD (SELECT Series 6 v20.07.11.50) and combining the modal results using the CQC method. Due to the size of the model there are numerous modes, most of which are not significant. Is there a way to set a modal response significance factor so that when the modal responses are combing using the CQC method only significant modes will be combined and the rest ignored? Thanks

I'm modeling a structure in Ram that has a single pitched roof.  This roof also has a parapet on top that is 2.5 feet high.  Because of the pitched roof and the size of the structure (130'x160') there is quite a difference in roof heights from the low point to the high point.  I added the parapet as a wall on top of the roof.  I don't know if the program then uses that extra wall height or does it just use the story height when applying the wind loading.

How do you apply wind loading to a wall that is not a constant height?  There doesn't seem to be an option for that.  You can do story height or an offset from a story height.  Do you just pick the tallest part of your structure and the program is smart enough to apply apply a force to the walls below that point?

Thank you. 

I am still having the following warnings... Please help...

WARNING - Load and release specified together for member 86 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 95 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 98 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 99 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 100 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 101 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 102 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 104 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 176 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 178 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 86 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6
WARNING - Load and release specified together for member 95 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6
WARNING - Load and release specified together for member 98 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6
WARNING - Load and release specified together for member 99 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6
WARNING - Load and release specified together for member 100 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6
WARNING - Load and release specified together for member 101 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6
WARNING - Load and release specified together for member 102 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6
WARNING - Load and release specified together for member 104 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6
WARNING - Load and release specified together for member 176 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6
WARNING - Load and release specified together for member 178 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6

(Please visit the site to view this file)

Dear all,

I have modelled a 3D canopy structure with solid elements which will be acting as the fabric. I am having issues running the model as it is coming up with issues as shown in the subject.

The solid is a hyperbolic shape as shown in purple. The rest are CHS sections.

Any help would be appreciated.

Thanks

You defined FX FY and FZ releases for certain members. That means these members cannot transfer any axial force or shear force to the supporting members which is not realistic.  So the following releases were commented out.

*MEMBER RELEASE

*86 95 98 TO 102 104 176 178 START FX FY FZ

*86 95 98 TO 102 104 176 178 END FX FY FZ

A LOAD LIST command as shown next was added before the CONCRETE DESIGN to ensure that design is carried out for load combinations only.

LOAD LIST 7 TO 9

START CONCRETE DESIGN

CODE ACI

The following commands were added after each UBC load case

PERFORM ANALYSIS

CHANGE

There were a number of redundant analysis commands which were commented out.

You used both PERFORM ANALYSIS and PDELTA in the model. Normally if you are using the ACI code you should be using PDELTA. A PDELTA 15 ANALYSIS was added so that an iterative pdelta analysis is carried out.

For PDELTA ANALYSIS all the LOAD COMBINATIONs  have to be replaced by REPEAT LOADs. So LOAD COMBINATION 7 8 9 were replaced by REPEAT LOADs. To understand the difference between REPEAT LOADs and LOAD COMBINATIONs you may refer to the following tech note

For wind load to generate successfully, it has to act on closed panels. For wind acting in Z direction, there are no closed panels at Z =2.5m and between X=14.17m to X=16.27m. So you will either need to define some members or you need to restrict the wind load generation to the face at Z=0. For now, I have done the later by using a ZRANGE command

A modified file is attached for your reference.

(Please visit the site to view this file)

I am having so many error and warnings everytime I run analysis.. PLEASE HELP ME...

68. DEFINE WIND LOAD

*** NOTE: If any floor diaphragm is present in the model Wind Load definition
should be defined after Floor Diaphragm definition. Otherwise wind
load generation may be unsuccessful during analysis.

69. TYPE 1 WIND 1
70. <! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
71. ASCE-7-2010:PARAMS 200.000 KMPH 0 3 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
72. 1 6.200 M 16.270 M 7.000 M 2.000 0.010 0 -
73. 0 0 0 0 1.086 1.000 1.000 0.850 0 -
74. 0 0 0 0.893 0.800 -0.550
75. !> END GENERATED DATA BLOCK
76. INT 2.14606 2.14606 2.15164 2.1571 2.16244 2.16767 2.1728 2.17783 2.18275 -
77. 2.18759 2.19234 2.197 2.20158 2.20608 2.21051 2.20931 HEIG 0 4.572 4.69723 -
78. 4.82246 4.94769 5.07292 5.19815 5.32338 5.44862 5.57385 5.69908 -
79. 5.82431 5.94954 6.07477 6.2 6.2
80. LOAD 1 LOADTYPE SEISMIC TITLE UBCLOAD@X
81. UBC LOAD X 1
82. SELFWEIGHT X 1 LIST 20 TO 22 24 25 27 TO 32 34 35 39 TO 43 45 TO 51 53 55 -
83. 58 TO 79 86 87 93 TO 104 156 158 TO 161 163 TO 170 172 174 TO 179 -
84. 195 TO 198
85. SELFWEIGHT Y 1 LIST 20 TO 22 24 25 27 TO 32 34 35 39 TO 43 45 TO 51 53 55 -
86. 58 TO 79 86 87 93 TO 104 156 158 TO 161 163 TO 170 172 174 TO 179 -

100. FLOOR LOAD
101. YRANGE 3.5 3.5 FLOAD -2.33 XRANGE 0 4.19 ZRANGE 0 1.2 GY
**NOTE** about Floor/OneWay Loads/Weights.
Please note that depending on the shape of the floor you may
have to break up the FLOOR/ONEWAY LOAD into multiple commands.
For details please refer to Technical Reference Manual
Section 5.32.4.2 Note d and/or "5.32.4.3 Note f.

102. YRANGE 3.5 3.5 FLOAD -2.33 XRANGE 4.19 8.19 ZRANGE 0 1.2 GY
103. YRANGE 3.5 3.5 FLOAD -2.33 XRANGE 8.19 12.19 ZRANGE 0 1.2 GY
104. YRANGE 3.5 3.5 FLOAD -2.33 XRANGE 12.19 14.17 ZRANGE 0 1.2 GY
105. YRANGE 3.5 3.5 FLOAD -2.33 XRANGE 0 4.19 ZRANGE 1.2 2.5 GY
106. YRANGE 3.5 3.5 FLOAD -2.33 XRANGE 4.19 8.19 ZRANGE 1.2 2.5 GY
107. YRANGE 3.5 3.5 FLOAD -2.33 XRANGE 8.19 12.19 ZRANGE 1.2 2.5 GY
108. YRANGE 3.5 3.5 FLOAD -2.33 XRANGE 12.19 14.17 ZRANGE 1.2 2.5 GY
109. YRANGE 3.5 3.5 FLOAD -2.33 XRANGE 14.17 14.92 ZRANGE 1.2 2.5 GY
110. YRANGE 3.5 3.5 FLOAD -2.33 XRANGE 12.19 14.17 ZRANGE 2.5 7 GY
111. YRANGE 3.5 3.5 FLOAD -2.33 XRANGE 14.17 14.92 ZRANGE 2.5 7 GY
112. MEMBER LOAD
113. 87 UNI GY -3.84
114. FLOOR LOAD
115. YRANGE 3.5 3.5 FLOAD -2.33 XRANGE 14.92 16.27 ZRANGE 2.5 7 GY
116. YRANGE 3.5 3.5 FLOAD -2.33 XRANGE 0 4.19 ZRANGE 2.5 7 GY
117. YRANGE 3.5 3.5 FLOAD -2.33 XRANGE 4.19 8.19 ZRANGE 2.5 7 GY
118. YRANGE 3.5 3.5 FLOAD -2.33 XRANGE 8.19 12.19 ZRANGE 2.5 7 GY
119. LOAD 6 LOADTYPE LIVE TITLE LIVELOAD
120. FLOOR LOAD
121. YRANGE 3.5 3.5 FLOAD -1.92 XRANGE 0 4.19 ZRANGE 0 1.2 GY
122. YRANGE 3.5 3.5 FLOAD -1.92 XRANGE 4.19 8.19 ZRANGE 0 1.2 GY
123. YRANGE 3.5 3.5 FLOAD -1.92 XRANGE 8.19 12.19 ZRANGE 0 1.2 GY
124. YRANGE 3.5 3.5 FLOAD -1.92 XRANGE 12.19 14.17 ZRANGE 0 1.2 GY
STAAD SPACE -- PAGE NO. 4

125. YRANGE 3.5 3.5 FLOAD -1.92 XRANGE 0 4.19 ZRANGE 1.2 2.5 GY
126. YRANGE 3.5 3.5 FLOAD -1.92 XRANGE 4.19 8.19 ZRANGE 1.2 2.5 GY
127. YRANGE 3.5 3.5 FLOAD -1.92 XRANGE 8.19 12.19 ZRANGE 1.2 2.5 GY
128. YRANGE 3.5 3.5 FLOAD -1.92 XRANGE 12.19 14.17 ZRANGE 1.2 2.5 GY
129. YRANGE 3.5 3.5 FLOAD -1.92 XRANGE 14.17 14.92 ZRANGE 1.2 2.5 GY
130. YRANGE 3.5 3.5 FLOAD -1.92 XRANGE 12.19 14.17 ZRANGE 2.5 7 GY
131. MEMBER LOAD
132. 87 UNI GY -4.608
133. FLOOR LOAD
134. YRANGE 3.5 3.5 FLOAD -1.92 XRANGE 14.17 14.92 ZRANGE 2.5 7 GY
135. YRANGE 3.5 3.5 FLOAD -1.92 XRANGE 14.92 16.27 ZRANGE 2.5 7 GY
136. YRANGE 3.5 3.5 FLOAD -1.92 XRANGE 0 4.19 ZRANGE 2.5 7 GY
137. YRANGE 3.5 3.5 FLOAD -1.92 XRANGE 4.19 8.19 ZRANGE 2.5 7 GY
138. YRANGE 3.5 3.5 FLOAD -1.92 XRANGE 8.19 12.19 ZRANGE 2.5 7 GY
139. LOAD 3 LOADTYPE WIND TITLE WINDLOAD@X
140. WIND LOAD X 1 TYPE 1
141. LOAD 4 LOADTYPE WIND TITLE WINDLOAD@Z
142. WIND LOAD Z 1 TYPE 1
**WARNING-fx fy fz wind forces: 0.0000E+00 0.0000E+00 3.9434E+00
at coordinates: 1.4170E+01 0.0000E+00 2.5000E+00 ignored.
143. LOAD COMB 7 1.4DL

**NOTE- IF A COMBINATION INCLUDES A DYNAMIC CASE OR IS AN SRSS OR ABS COMBINATION
THEN RESULTS CANNOT BE COMPUTED PROPERLY.
GLOBAL CORNER FORCES
JOINT FX FY FZ MX MY MZ

ELE.NO. 180 FOR LOAD CASE 1
15 -4.2564E+00 -3.1848E+00 -2.1056E+00 1.7381E+00 1.3986E+00 -7.9437E+00
17 -1.4472E+00 4.4383E+00 -1.2000E+00 -2.0852E+00 -6.9257E-01 -8.3271E+00
45 4.2666E+00 2.2803E+00 2.8335E+00 3.7921E-01 3.4598E-01 -5.1612E+00
44 1.4370E+00 -3.5338E+00 4.7214E-01 -1.5363E+00 -1.0520E+00 -6.7188E+00
ELE.NO. 180 FOR LOAD CASE 2
15 -3.1255E+00 -5.6294E+00 -6.3103E-01 7.4865E+00 -3.5527E+00 -4.0265E+00
17 -3.0179E-01 -5.5946E+00 3.5525E+00 7.4145E+00 8.6497E-01 4.4825E+00
45 -6.3550E-01 5.4250E+00 -2.5710E+00 -7.7927E-01 1.6999E+00 -3.7775E+00
44 4.0628E+00 5.7991E+00 -3.5053E-01 -6.5290E-01 9.8775E-01 4.0325E+00
ELE.NO. 180 FOR LOAD CASE 5
15 -3.1856E-01 1.2541E+01 -3.9736E-01 -5.7338E+00 2.3187E-01 1.2565E+01
17 -1.1103E-02 4.2564E+00 -3.4660E-01 -3.8305E+00 -2.1803E-01 3.1383E-01
45 2.0933E-01 -1.3822E+01 4.4102E-01 -8.4070E+00 2.4802E-01 2.0204E+01
44 1.2034E-01 -2.9756E+00 3.0295E-01 -2.1855E+00 -2.6186E-01 6.9963E+00
ELE.NO. 180 FOR LOAD CASE 6
15 -7.2695E-03 2.4235E+00 -8.3185E-02 -1.1977E+00 1.0136E-01 2.2848E+00
17 -1.7531E-02 1.1846E+00 -1.3933E-01 -9.4107E-01 -8.5458E-02 -3.2973E-01
45 5.2739E-02 -2.6850E+00 1.4643E-01 -1.6098E+00 4.6987E-02 3.6015E+00
44 -2.7939E-02 -9.2306E-01 7.6082E-02 -5.8106E-01 -6.2889E-02 7.3022E-01
ELE.NO. 180 FOR LOAD CASE 3
15 5.1259E-02 3.7004E-01 -1.4643E+00 -2.1669E-01 1.6392E+00 -5.9872E-01
17 -4.5918E+00 1.6118E+00 -9.2568E-01 -8.5887E-01 -1.3001E+00 -1.9570E+00
45 2.1355E-01 -5.6937E-01 2.2261E+00 -5.1899E-01 9.0543E-01 -7.7534E-02
44 4.3270E+00 -1.4125E+00 1.6389E-01 -7.8368E-01 -1.2445E+00 -1.7346E+00
ELE.NO. 180 FOR LOAD CASE 4
15 -9.8397E-01 -1.9621E+00 1.1614E+00 2.6396E+00 -7.5325E-01 -1.3833E+00
17 -6.7409E+00 -2.0121E+00 6.2262E+00 2.6606E+00 1.6446E+00 1.6278E+00
45 4.8780E+00 1.9212E+00 -4.0138E+00 -2.8887E-01 -4.0332E+00 -1.3140E+00
44 2.8469E+00 2.0530E+00 -3.3737E+00 -2.4230E-01 3.1418E+00 1.4502E+00
ELE.NO. 180 FOR LOAD CASE 7
15 -4.4598E-01 1.7557E+01 -5.5630E-01 -8.0273E+00 3.2461E-01 1.7591E+01
17 -1.5546E-02 5.9589E+00 -4.8524E-01 -5.3627E+00 -3.0524E-01 4.3936E-01
45 2.9306E-01 -1.9350E+01 6.1742E-01 -1.1770E+01 3.4722E-01 2.8286E+01
44 1.6847E-01 -4.1659E+00 4.2412E-01 -3.0598E+00 -3.6659E-01 9.7948E+00
ELE.NO. 180 FOR LOAD CASE 8
15 -4.5834E-01 2.1677E+01 -6.9768E-01 -1.0064E+01 4.9691E-01 2.1475E+01
17 -4.5348E-02 7.9727E+00 -7.2207E-01 -6.9625E+00 -4.5050E-01 -1.2119E-01
45 3.8271E-01 -2.3915E+01 8.6633E-01 -1.4506E+01 4.2708E-01 3.4408E+01
44 1.2098E-01 -5.7351E+00 5.5343E-01 -4.0476E+00 -4.7349E-01 1.1036E+01
ELE.NO. 180 FOR LOAD CASE 9
15 -3.2583E-01 1.4964E+01 -4.8053E-01 -6.9316E+00 3.3322E-01 1.4850E+01
17 -2.8635E-02 5.4410E+00 -4.8592E-01 -4.7716E+00 -3.0348E-01 -1.5907E-02
45 2.6207E-01 -1.6507E+01 5.8744E-01 -1.0017E+01 2.9500E-01 2.3805E+01
44 9.2398E-02 -3.8987E+00 3.7901E-01 -2.7666E+00 -3.2474E-01 7.7265E+00

ELE.NO. 181 FOR LOAD CASE 1
17 -3.9995E-01 -3.3346E+00 -2.7273E-02 1.9051E+00 7.5496E-01 -5.5625E+00
19 -1.1483E+00 9.6106E-01 -1.2734E-01 -4.8533E-01 -1.3298E-01 -4.0237E+00
46 2.0205E+00 2.7882E+00 5.9183E-01 1.1733E+00 -8.2633E-01 -3.6700E+00
45 -4.7227E-01 -4.1465E-01 -4.3721E-01 2.5520E-01 2.0435E-01 -1.7409E+00
STAAD SPACE -- PAGE NO. 22

ELEMENT FORCES FORCE,LENGTH UNITS= KN METE
--------------
GLOBAL CORNER FORCES
JOINT FX FY FZ MX MY MZ
ELE.NO. 181 FOR LOAD CASE 2
17 -1.5921E+00 -6.0116E+00 -1.0187E+00 7.4891E+00 -1.4064E+00 -4.4392E+00
19 -2.4916E+00 -5.9963E+00 1.4680E+00 7.5188E+00 -6.0842E-01 4.4018E+00
46 2.2349E-01 6.0187E+00 -2.4284E-01 -3.0789E-01 1.5605E+00 -4.0251E+00
45 3.8603E+00 5.9893E+00 -2.0645E-01 -2.9051E-01 4.5432E-01 3.9732E+00
ELE.NO. 181 FOR LOAD CASE 5
17 1.3419E-01 3.9359E+00 -6.0106E-02 -5.9839E-01 9.8604E-02 8.0977E+00
19 1.1831E-01 -6.2047E+00 -2.1846E-01 1.6940E+00 -8.7855E-02 9.6141E+00
46 -1.1935E-01 -6.7493E+00 1.4270E-01 -3.5922E+00 8.7311E-02 1.6163E+01
45 -1.3315E-01 9.0181E+00 1.3586E-01 5.2191E+00 -9.8059E-02 1.7941E+01
ELE.NO. 181 FOR LOAD CASE 6
17 1.4700E-02 4.1565E-01 -2.4383E-02 2.0695E-02 3.9656E-02 1.2572E+00
19 2.0617E-02 -1.3869E+00 -7.1680E-02 4.3362E-01 -3.2053E-02 1.9092E+00
46 2.8941E-03 -9.0975E-01 6.1085E-02 -4.2162E-01 1.9683E-02 2.6359E+00
45 -3.8211E-02 1.8810E+00 3.4978E-02 1.1328E+00 -2.7286E-02 3.3845E+00
ELE.NO. 181 FOR LOAD CASE 3
17 1.3827E+00 -6.4359E-01 -8.6674E-02 3.9909E-01 6.9976E-01 -8.1837E-01
19 -3.0975E+00 -1.8482E-01 -2.8091E-02 7.9088E-02 -5.3938E-01 -2.6873E-01
46 -7.9240E-01 4.9278E-01 5.4253E-01 2.3520E-01 1.5474E-01 -4.0194E-01
45 2.5072E+00 3.3564E-01 -4.2777E-01 2.8072E-01 -3.1511E-01 2.5722E-01
ELE.NO. 181 FOR LOAD CASE 4
17 4.3328E+00 -2.1471E+00 6.4001E+00 2.6679E+00 -2.1507E+00 -1.5689E+00
19 -5.0368E+00 -2.1087E+00 5.9700E+00 2.6374E+00 2.4036E+00 1.5623E+00
46 6.8073E-01 2.1149E+00 -5.7588E+00 -1.0207E-01 -5.2249E+00 -1.4270E+00
45 2.3208E-02 2.1409E+00 -6.6113E+00 -9.6304E-02 4.9719E+00 1.4089E+00
ELE.NO. 181 FOR LOAD CASE 7
17 1.8787E-01 5.5103E+00 -8.4129E-02 -8.3775E-01 1.3803E-01 1.1337E+01
19 1.6564E-01 -8.6866E+00 -3.0582E-01 2.3716E+00 -1.2298E-01 1.3460E+01
46 -1.6709E-01 -9.4490E+00 1.9976E-01 -5.0290E+00 1.2222E-01 2.2628E+01
45 -1.8642E-01 1.2625E+01 1.9018E-01 7.3068E+00 -1.3727E-01 2.5118E+01
ELE.NO. 181 FOR LOAD CASE 8
17 2.1286E-01 6.2169E+00 -1.2558E-01 -8.0257E-01 2.0545E-01 1.3474E+01
19 2.0069E-01 -1.1044E+01 -4.2768E-01 3.1088E+00 -1.7748E-01 1.6705E+01
46 -1.6218E-01 -1.0996E+01 3.0361E-01 -5.7458E+00 1.5569E-01 2.7109E+01
45 -2.5138E-01 1.5823E+01 2.4964E-01 9.2326E+00 -1.8366E-01 3.0871E+01
ELE.NO. 181 FOR LOAD CASE 9
17 1.4890E-01 4.3516E+00 -8.4480E-02 -5.7770E-01 1.3826E-01 9.3548E+00
19 1.3893E-01 -7.5916E+00 -2.9013E-01 2.1276E+00 -1.1990E-01 1.1523E+01
46 -1.1646E-01 -7.6590E+00 2.0378E-01 -4.0138E+00 1.0699E-01 1.8799E+01
45 -1.7137E-01 1.0899E+01 1.7083E-01 6.3520E+00 -1.2534E-01 2.1326E+01

ELE.NO. 182 FOR LOAD CASE 1
19 -2.1750E-01 -3.5737E+00 9.6425E-02 1.9162E+00 8.7718E-01 -6.0778E+00
21 -3.7351E+00 1.2774E+00 6.6329E-01 -5.8784E-01 -2.8556E-01 -4.2744E+00
47 2.7628E+00 3.1140E+00 5.2250E-01 1.3965E+00 -1.1892E+00 -4.3881E+00
46 1.1898E+00 -8.1770E-01 -1.2822E+00 3.0716E-02 5.9757E-01 -2.8251E+00
ELE.NO. 182 FOR LOAD CASE 2
19 7.5759E-01 -6.7422E+00 8.5149E-02 8.1128E+00 -4.8348E-01 -5.0598E+00
21 -2.5880E+00 -6.6551E+00 8.3962E-01 8.3245E+00 -8.8420E-01 4.7165E+00
47 6.7950E-01 6.9161E+00 -2.9050E-01 -1.3993E-01 2.4867E-01 -4.8791E+00
46 1.1509E+00 6.4813E+00 -6.3427E-01 -2.2048E-01 1.1190E+00 4.1786E+00

*WARNING- APPLIED SELFWEIGHT IS LESS THAN TOTAL WEIGHT OF ALL
STRUCTURAL ELEMENTS IN LOAD CASE 1 ALONG X.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC
LIST OF MEMBERS/PLATES/SOLIDS/SURFACES.
TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 667.234 KN
TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 404.510 KN

WARNING - Load and release specified together for member 86 dir. 1
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 86 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 95 dir. 1
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 95 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 98 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 98 dir. 3
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 99 dir. 1
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 99 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 100 dir. 1
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 100 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 101 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 101 dir. 1
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 102 dir. 1
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 102 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 104 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 104 dir. 3
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 176 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 176 dir. 3
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 178 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 1
WARNING - Load and release specified together for member 178 dir. 3
Check member load paths. This LOAD (or more) IGNORED in case no. 1
STAAD SPACE -- PAGE NO. 6

*WARNING- APPLIED SELFWEIGHT IS LESS THAN TOTAL WEIGHT OF ALL
STRUCTURAL ELEMENTS IN LOAD CASE 2 ALONG Z.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC
LIST OF MEMBERS/PLATES/SOLIDS/SURFACES.
TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 667.234 KN
TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 404.510 KN

WARNING - Load and release specified together for member 86 dir. 3
Check member load paths. This LOAD (or more) IGNORED in case no. 2
WARNING - Load and release specified together for member 95 dir. 3
Check member load paths. This LOAD (or more) IGNORED in case no. 2
WARNING - Load and release specified together for member 98 dir. 1
Check member load paths. This LOAD (or more) IGNORED in case no. 2
WARNING - Load and release specified together for member 99 dir. 3
Check member load paths. This LOAD (or more) IGNORED in case no. 2
WARNING - Load and release specified together for member 100 dir. 3
Check member load paths. This LOAD (or more) IGNORED in case no. 2
WARNING - Load and release specified together for member 101 dir. 3
Check member load paths. This LOAD (or more) IGNORED in case no. 2
WARNING - Load and release specified together for member 102 dir. 3
Check member load paths. This LOAD (or more) IGNORED in case no. 2
WARNING - Load and release specified together for member 104 dir. 1
Check member load paths. This LOAD (or more) IGNORED in case no. 2
WARNING - Load and release specified together for member 176 dir. 1
Check member load paths. This LOAD (or more) IGNORED in case no. 2
WARNING - Load and release specified together for member 178 dir. 1
Check member load paths. This LOAD (or more) IGNORED in case no. 2

*WARNING- APPLIED SELFWEIGHT IS LESS THAN TOTAL WEIGHT OF ALL
STRUCTURAL ELEMENTS IN LOAD CASE 5 ALONG Y.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC
LIST OF MEMBERS/PLATES/SOLIDS/SURFACES.
TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 667.234 KN
TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 404.510 KN

WARNING - Load and release specified together for member 86 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 95 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 98 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 99 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 100 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 101 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 102 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 104 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 176 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
WARNING - Load and release specified together for member 178 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 5
STAAD SPACE -- PAGE NO. 7

WARNING - Load and release specified together for member 86 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6
WARNING - Load and release specified together for member 95 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6
WARNING - Load and release specified together for member 98 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6
WARNING - Load and release specified together for member 99 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6
WARNING - Load and release specified together for member 100 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6
WARNING - Load and release specified together for member 101 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6
WARNING - Load and release specified together for member 102 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6
WARNING - Load and release specified together for member 104 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6
WARNING - Load and release specified together for member 176 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6
WARNING - Load and release specified together for member 178 dir. 2
Check member load paths. This LOAD (or more) IGNORED in case no. 6

**WARNING: IF THIS UBC/IBC ANALYSIS HAS TENSION/COMPRESSION
OR REPEAT LOAD OR RE-ANALYSIS OR SELECT OPTIMIZE, THEN EACH

UBC/IBC CASE SHOULD BE FOLLOWED BY PERFORM ANALYSIS & CHANGE.

I have to model a corrugated steel plate. I would like to use plate or surface elements. How can I do it?

It is possible to change the stiffness parameters of the plate or surfaces elements?

Thank you.

Riccardo

STAAD.Pro 2007.09.31 shows the following error during analysis:

 10973. 645 TABLE T W200X21
 
   *** STAAD.Pro ERROR MESSAGE ***
   T SHAPE FOR W200X21      IS NOT AVAILABLE
 
   **ERROR- IN READING MEMBER PROPERTIES. CHECK DATA FORMAT CAREFULLY.

The section is from Canadian Tables.
There is a TR 4449 which relates to the similar issue with Steel Designer, however the suggestion made by Binith may explain the cause of the above mentioned error in batch mode:

Solution  
Description  TR Number: 4449
Workaround: Issue has been logged in DevTrack - ID: 4449. As a work around solution users are suggested to use the batch mode for design of these tee sections.
 
Attributes  Service Management, Public, Released
Problem  
Description  Certain Tee Sections Not Checked in Steel Designer
In the attached model, some of the WT sections (tee shapes cut from wide flanges) are giving this message:

Member M533
Error found while designing member 533.
Error : No records are available in section database.
This is referring to physical member # 533
Interestingly, this is not happening for all WT sections only the WT6x26.5 and WT7x26.5 shapes.

Binith has suggested the following:
The problem seems to be with the reading of the section properties while performing the design.
The member 2564 in the model is defined as a Tee cut from a T W12X53 section. However, when
looking up the database for section properties, the program is looking for a “W12x52” section. I
think it might be some kind of rounding error whereby, when defining the Tee we take d/2 ( 53 / 2
= 26.5) but when getting it back to look up the db, we might be loosing the decimal part and using
26x2 = 52. Could you please log this in Devtrack. 

TR Number: 4449
Product: STAAD.Pro V8i
Version: 20.07.09.11
Area: General, Problem ID#: 81909, TROUBLEREPORT
Attributes  Service Management, Public, Released

I dont know which value is suitable for DMAX DMIN CB etc parameters for my steel structure design using code BS5950 1/2000.. and also tell me which parameters i should select for steel structures..