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You need to use SET NL i command

The SET NL command is used in a multiple analysis run if the user wants to add more primary load cases after one analysis has been performed. Specifically, for those examples, which use the CHANGE command (section 5.38), if the user wants to add more primary load cases, the NL value should be set to the maximum number (or slightly more) with the SET NL command. The program will then be able to set aside additional memory space for information to be added later. This command should be provided before any joint, member or load specifications. The value for i should not be much greater than the maximum number of primary load cases.

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.

in staad pro where we can see that this deflection is safe for my beam .. for example in below picture how i will determine under 5 mm deflection my beam is safe..

Right now my real purpose is to use openSTAAD to extract the strain response from STAAD pro. FE analysis. At first step I have to figure out whether current openSTAAD APIs exist to fulfill such purpose. Really appreciate the responses from other Bentley Colleagues in advance.

I get:

*ERROR* FOOTING SIZE TOO SMALL IN LINE..
ELASTIC FOOTING 0 0 DIRECT Y SUBGRADE 0

*ERROR* INVALID STAAD INPUT :ELASTIC FOOTING 0 0 DIRECT Y SUBGRADE 0

Isn't it better to use FIXED BUT support instead of FOUNDATION support? Releasing FX and FZ would allow for the point load tensions to be applied to the structure, correct?

See this related post:

The issues was addressed in 20.07.11.50

Dear Forum Followers!

First of all I´d like to point that I´m getting this Error message In the ANL file

"I remark that the STD file and the external table file are in the same directory"

The Version of the software I get this message is:

STAAD.Pro V8i SELECTseries6 Version 20.07.11.45 // on Windows 7.

It´s weird, since I have been using this table file to run several analysis on older version of STAAD (Build 4 Version 2007 ) and that error it isn't showing up.

I'll add both files for your revision

Thanks in advance.[View:/cfs-file/__key/communityserver-discussions-components-files/5932/7043.ST_2D00_11_5F00_BOP2200_5F00_3TUB_5F00_4_2B00_10_2B00_4PULG.std:940:0]

[View:/cfs-file/__key/communityserver-discussions-components-files/5932/COLUMN_2D00_PROPERCA.txt:940:0]

Dear DSANJU
this is now more than 55 Days, if you have finished of your looking, may you reply to me.

STAAD.Pro can report the displacements, member forces, element forces and stresses as output. These can be obtained directly from the various tables within the postprocessing mode or from the analysis output file. You do not need to use OpenSTAAD functions for that

Thank you for your response Sye.

So, unlike stress, displacement and others, strain seems not able to be directly obtained in STAAD pro GUI. As our project aims to develop an new application framework that is built upon the data communication from STAAD pro analysis, the openSTAAD must be utilized. it is much likely that current openSTAAD APIs cannot support the strain response extraction as well.

May be the coding for the calculation of strain is the only way we can do to facilitate our current application.

The input

ELASTIC FOOTING 0 0 DIRECT Y SUBGRADE 0

is not correct. When you are trying to use the Elastic footing option to generate the springs, you need to specify non zero values Length and width of the footing and also for the subgrade modulus. The software calculates the spring stiffness based on these values. All of these show as zero values in the input above. You may refer to the section 5.27.3 of technical reference manual titled Automatic Spring Support Generator for Foundations for more details on this type of input.

Specifying the springs directly using FIXED BUT is fine too. FIXED BUT FX FZ would mean that the nodes are not restrained at these supports against translations in global X and Z. Consequently, if there are applied forces at these nodes then these nodes can translate in these directions and tension can develop in the structural elements associated with these nodes.

You are correct. There is no way to get strain directly. You can extract nodal displacement or extract element stresses and then you have to calculate the strains.

Thank you for sharing the model.

The model was saved in v14.07. I reviewed in v15.01.00, but also produced the crash in that version. I traced the problem to the slab openings on the Roof Slab layout. Some of the segments are defined with 0" offsets. I suspect there may be a very small coordinate issue between the slab opening segment and the walls they are intended to snap to. If I change the offset of these openings to 1", then I bypass the crash. I recommend doing that as a work around. If you want to keep the 0" offsets, I would be happy to take a closer look in v14.07.01.

Other things that I recommend: Remodel the deck on the Penthouse Roof layout and use the Whole Floor command. Currently, the deck does not cover the entire diaphragm. Also, create a dynamic load case for the Eigen Solution and limit the number of modes to 6. This will speed up the analysis time and bypass an Eigenvalue error that I was producing. More on that error can be found on the web page below:

http://communities.bentley.com/Products/Structural/Structural_Analysis___Design/w/Structural_Analysis_and_Design__Wiki/ramss-eigenvalue-error

thank you, Sye.

I am wondering if STAAD pro. can directly provide strain result (i.e., strain distribution at all elements) under one particular load? If NOT, does that mean we have to manually calculate the strain based on obtained other dynamic responses, e.g., displacement, internal forces of elements, etc.?

Thank you

The deflection check is carried out by STAAD.Pro as part of the design process. You need to specify the design parameters DFF, DJ1 and DJ2 appropriately for that and carry out the check code. The allowable deflection would be calculated as Length/DFF and if the actual displacements are more than that, STAAD.Pro would report the member as FAIL ed in the design and DEFLECTION would be listed as the critical condition. Also the British 5950 code allows a separate deflection check to be carried out if TRACK parameter is set to 4.

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..

I think your best bet is to go to the top menu option Select > By Specification > All Failed Beams. This will highlight all the failed members in wireframe. The other members which pass the design, will also remain in wireframe mode and that way it will be easier for you to know where in the model these are located.

You may also go to the Postprocessing Mode > Beam > Unity Check page and click on the Failed Members tab inside the Design Results table on the right hand side to see the list of failed members. If you select the entire table by clicking on the left top most cell of the table, it would highlight all the failed members.

Yea I already did this. But since the structure is very complex, it is very congested inside and I cannot see the failed members.

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