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Different actual ratio fro same member

April 7, 2019, 10:27 pm
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Hello,

I am working on a structure and when i checked actaul ratio for beam 12 it is  2.8 but when do check beam  22 its 7.02e+04.

Please help me how this can be when member are same property and loading.

for the reference i am attaching staad .anl file.

looking forward for your response.

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 12-Mar-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT MMS KN
JOINT COORDINATES
1 0 0 0; 2 0 900 0; 3 0 829 404; 4 0 603 1684; 6 0 583 1800; 7 0 165 0;
8 0 947 -266; 9 0 1173 -1546; 11 0 1185 -1617; 12 3175 0 0; 13 3175 900 0;
14 3175 829 404; 15 3175 603 1684; 16 3175 583 1800; 17 3175 165 0;
18 3175 947 -266; 19 3175 1173 -1546; 20 3175 1185 -1617; 21 6350 0 0;
22 6350 900 0; 23 6350 829 404; 24 6350 603 1684; 25 6350 583 1800;
26 6350 165 0; 27 6350 947 -266; 28 6350 1173 -1546; 29 6350 1185 -1617;
30 9525 0 0; 31 9525 900 0; 32 9525 829 404; 33 9525 603 1684;
34 9525 583 1800; 35 9525 165 0; 36 9525 947 -266; 37 9525 1173 -1546;
38 9525 1185 -1617; 39 12700 0 0; 40 12700 900 0; 41 12700 829 404;
42 12700 603 1684; 43 12700 583 1800; 44 12700 165 0; 45 12700 947 -266;
46 12700 1173 -1546; 47 12700 1185 -1617; 48 15875 0 0; 49 15875 900 0;
50 15875 829 404; 51 15875 603 1684; 52 15875 583 1800; 53 15875 165 0;
54 15875 947 -266; 55 15875 1173 -1546; 56 15875 1185 -1617; 57 19050 0 0;
58 19050 900 0; 59 19050 829 404; 60 19050 603 1684; 61 19050 583 1800;
62 19050 165 0; 63 19050 947 -266; 64 19050 1173 -1546; 65 19050 1185 -1617;
66 22225 0 0; 67 22225 900 0; 68 22225 829 404; 69 22225 603 1684;
70 22225 583 1800; 71 22225 165 0; 72 22225 947 -266; 73 22225 1173 -1546;
74 22225 1185 -1617; 75 25400 0 0; 76 25400 900 0; 77 25400 829 404;
78 25400 603 1684; 79 25400 583 1800; 80 25400 165 0; 81 25400 947 -266;
82 25400 1173 -1546; 83 25400 1185 -1617; 84 28575 0 0; 85 28575 900 0;
86 28575 829 404; 87 28575 603 1684; 88 28575 583 1800; 89 28575 165 0;
90 28575 947 -266; 91 28575 1173 -1546; 92 28575 1185 -1617; 93 -905 829 404;
94 -905 603 1684; 95 -905 947 -266; 96 -905 1173 -1546; 97 29480 829 404;
98 29480 603 1684; 99 29480 947 -266; 100 29480 1173 -1546;
MEMBER INCIDENCES
1 1 7; 2 7 2; 5 9 8; 6 8 2; 7 2 3; 8 3 4; 9 11 9; 10 4 6; 11 7 11; 12 7 6;
13 12 17; 14 17 13; 15 19 18; 16 18 13; 17 13 14; 18 14 15; 19 20 19; 20 15 16;
21 17 20; 22 17 16; 23 21 26; 24 26 22; 25 28 27; 26 27 22; 27 22 23; 28 23 24;
29 29 28; 30 24 25; 31 26 29; 32 26 25; 33 30 35; 34 35 31; 35 37 36; 36 36 31;
37 31 32; 38 32 33; 39 38 37; 40 33 34; 41 35 38; 42 35 34; 43 39 44; 44 44 40;
45 46 45; 46 45 40; 47 40 41; 48 41 42; 49 47 46; 50 42 43; 51 44 47; 52 44 43;
53 48 53; 54 53 49; 55 55 54; 56 54 49; 57 49 50; 58 50 51; 59 56 55; 60 51 52;
61 53 56; 62 53 52; 63 57 62; 64 62 58; 65 64 63; 66 63 58; 67 58 59; 68 59 60;
69 65 64; 70 60 61; 71 62 65; 72 62 61; 73 66 71; 74 71 67; 75 73 72; 76 72 67;
77 67 68; 78 68 69; 79 74 73; 80 69 70; 81 71 74; 82 71 70; 83 75 80; 84 80 76;
85 82 81; 86 81 76; 87 76 77; 88 77 78; 89 83 82; 90 78 79; 91 80 83; 92 80 79;
93 84 89; 94 89 85; 95 91 90; 96 90 85; 97 85 86; 98 86 87; 99 92 91;
100 87 88; 101 89 92; 102 89 88; 105 3 14; 106 4 15; 107 19 28; 108 18 27;
109 14 23; 110 15 24; 111 28 37; 112 27 36; 113 23 32; 114 24 33; 115 37 46;
116 36 45; 117 32 41; 118 33 42; 119 46 55; 120 45 54; 121 41 50; 122 42 51;
123 55 64; 124 54 63; 125 50 59; 126 51 60; 127 64 73; 128 63 72; 129 59 68;
130 60 69; 131 73 82; 132 72 81; 133 68 77; 134 69 78; 135 82 91; 136 81 90;
137 77 86; 138 78 87; 139 3 93; 140 4 94; 141 8 95; 142 9 96; 143 86 97;
144 87 98; 145 90 99; 146 91 100; 147 8 18; 148 9 19;
START USER TABLE
TABLE 2
UNIT MMS KN
GENERAL
60CS45X1.4
230.181 60 1.4 45 1.4 144395 64314 193.71 4813.17 2313.03 56.92 101.139 -
5422.33 3408.54 5.16679e+07 60
PROFILE_POINTS
27.8051 20 27.8051 30 -17.1949 30 -17.1949 -30 27.8051 -30 -
27.8051 -20 26.4047 -20 26.4047 -28.6001 -15.7945 -28.6001 -15.7945 28.6001 -
26.4047 28.6001 26.4047 20
TABLE 3
UNIT MMS KN
GENERAL
90CS45X1
206 90 1 45 1 273809 62882.9 75.6399 6084.64 2175.29 67.2066 65.4009 -
6977 3114.5 1.20138e+08 90
PROFILE_POINTS
28.9078 -30 28.9078 -45 -16.0922 -45 -16.0922 45 28.9078 45 -
28.9078 30 27.9078 30 27.9078 44 -15.0922 44 -15.0922 -44 27.9078 -44 -
27.9078 -30
TABLE 4
UNIT MMS KN
GENERAL
50CU35X1.8
209.469 50 1.8 35 1.8 88192.7 26721.5 260.28 3527.45 1108.1 67.4572 -
88.4399 4004.88 2004.33 1.09145e+07 50
PROFILE_POINTS
24.1147 -24.9982 -10.8853 -24.9982 -10.8853 25.0018 24.1147 -
25.0018 24.1147 23.202 -9.08646 23.202 -9.08646 -23.1979 24.1147 -23.1979
TABLE 5
UNIT MMS KN
GENERAL
170CS85X2.5
900 170 2.5 85 2.5 4.28125e+06 832774 2758.71 50367.6 14225.3 337.765 -
296.015 57375 22500 4.52454e+09 170
PROFILE_POINTS
58.5417 70 58.5417 85 -26.4583 85 -26.4583 -85 58.5417 -85 -
58.5417 -70 56.0417 -70 56.0417 -82.5 -23.9583 -82.5 -23.9583 82.5 56.0417 -
82.5 56.0417 70
END
DEFINE MATERIAL START
ISOTROPIC STEEL
E 205
POISSON 0.3
DENSITY 7.68195e-08
ALPHA 1.2e-05
DAMP 0.03
TYPE STEEL
STRENGTH FY 0.2532 FU 0.4078 RY 1.5 RT 1.2
END DEFINE MATERIAL
UNIT METER KN
MEMBER PROPERTY AMERICAN
11 12 21 22 31 32 41 42 51 52 61 62 71 72 81 82 91 92 101 -
102 UPTABLE 4 50CU35X1.8
5 TO 10 15 TO 20 25 TO 30 35 TO 40 45 TO 50 55 TO 60 65 TO 70 75 TO 80 85 -
86 TO 90 95 TO 100 UPTABLE 2 60CS45X1.4
MEMBER PROPERTY AMERICAN
105 TO 148 UPTABLE 3 90CS45X1
UNIT MMS KN
MEMBER PROPERTY AMERICAN
1 2 13 14 23 24 33 34 43 44 53 54 63 64 73 74 83 84 93 94 UPTABLE 5 170CS85X2.5
CONSTANTS
BETA 90 MEMB 1 2 13 14 23 24 33 34 43 44 53 54 63 64 73 74 83 84 93 94
BETA 180 MEMB 105 TO 138 143 TO 148
MATERIAL STEEL ALL
SUPPORTS
1 12 21 30 39 48 57 66 75 84 FIXED
UNIT METER KN
MEMBER OFFSET
105 TO 148 START 0 0.075 0
105 TO 148 END 0 0.075 0
UNIT MMS KN
LOAD 1 LOADTYPE Dead TITLE DL
UNIT METER KN
MEMBER LOAD
105 TO 148 UNI GY -0.13
SELFWEIGHT Y -1
UNIT MMS KN
LOAD 2 LOADTYPE Wind TITLE WL UP
UNIT METER KN
MEMBER LOAD
106 110 114 118 122 126 130 134 138 140 144 UNI GY 0.867
105 109 113 117 121 125 129 133 137 139 143 UNI GY 0.442
108 112 116 120 124 128 132 136 141 145 147 UNI GY 0.219
107 111 115 119 123 127 131 135 142 146 148 UNI GY 0.001
UNIT MMS KN
LOAD 3 LOADTYPE Wind TITLE WL DOWN
UNIT METER KN
MEMBER LOAD
106 110 114 118 122 126 130 134 138 140 144 UNI GY -1.477
105 109 113 117 121 125 129 133 137 139 143 UNI GY -0.961
108 112 116 120 124 128 132 136 141 145 147 UNI GY -0.438
107 111 115 119 123 127 131 135 142 146 148 UNI GY 0.086
UNIT MMS KN
LOAD 4 LOADTYPE Wind TITLE WL +X
UNIT METER KN
MEMBER LOAD
1 2 5 TO 10 13 TO 20 23 TO 30 33 TO 40 43 TO 50 53 TO 60 63 TO 70 73 TO 80 -
83 TO 90 93 TO 100 UNI GX 0.2692
UNIT MMS KN
LOAD 5 LOADTYPE Wind TITLE WL +Z
UNIT METER KN
MEMBER LOAD
1 2 13 14 23 24 33 34 43 44 53 54 63 64 73 74 83 84 93 94 105 TO 147 -
148 UNI GZ 0.1425
LOAD COMB 6 COMBINATION LOAD CASE 6
1 1.0 2 1.0 4 1.0
LOAD COMB 7 COMBINATION LOAD CASE 7
1 1.0 2 1.0 5 1.0
LOAD COMB 8 COMBINATION LOAD CASE 8
1 1.0 3 1.0 4 1.0
LOAD COMB 9 COMBINATION LOAD CASE 9
1 1.0 3 1.0 5 1.0
LOAD COMB 10 COMBINATION LOAD CASE 10
1 1.0 2 1.0
LOAD COMB 11 COMBINATION LOAD CASE 11
1 1.0 3 1.0
PERFORM ANALYSIS
PARAMETER 1
CODE INDIAN
FYLD 350000 ALL
MAIN 200 MEMB 105 TO 148
TRACK 2 ALL
CHECK CODE ALL
STEEL MEMBER TAKE OFF ALL
PERFORM ANALYSIS PRINT ALL
FINISH

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DEPTH CONSIDERED BY STAAD FOUNDATION FOR MAT

April 7, 2019, 11:25 pm
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  I WAN TO KNOW IF THE MAT DESIGNED TAKES THE DEPTH AT THE CENTRE OF THE TOTAL DEPTH OF THE FOOTING OR THE BASE OF THE FOOTING.

BECAUSE IF WE MODEL A PLATE MAT IN STAAD AND SAY ASSIGN 600MM THICKNESS THEN IN 3D VIEW IT SHOWS 300MM ABOVE AND 300MM BELOW, SO I WANT TO CONFIRM IF STAAD FOUDATION ALSO CONSIDERS THE SAME, AS IT WILL REDUCE OUR FOS FOR SLIDING AND OVERTURNING, IF WE TAKE FROM CENTRE .

THANKS AND REGARDS

NEETHU 

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CIS/2 IMPORTING FROM S3D

April 8, 2019, 3:56 am
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In our office we are using Intergraph SmartPlan 3D to generate 3D models.

Is CIS/2 able to transfer the model between SmartPlan 3D to StaadPro OR ANY OTHER WAY AROUND.

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question regarding response spectrum analysis

April 8, 2019, 4:17 am
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Hello Engineers,

I have some question regarding response spectrum analysis. Your help is needed

 

 I HAVE DESIGNED  A 10 STORY STEEL BUILDING WITH ALL STATIC LOAD COMBINATION AND PASSED ALL MEMBER AS PER CODE.THE DEFLECTION AT TOP IS 142 MM AND WHICH IS ALLOWABLE (MAXIMUM LIMIT IS 160 mm) .THEN I HAVE DONE THE RESPONSE SPECTRUM ANALYSIS AS PER ASCE 7-05.I HAVE CHECKED DRIFT WITH THIS “DL+EX+,DL+ EZ+” LOAD COMBINATION. I HAVE FOUND THE DYNAMIC DRIFT IN TOP FLOOR IS 432. NOW MY QUESTION IS,

 

Q-01- WHAT I WILL DO NOW?.I HAVE TO CONTROL THIS DYNAMIC 432 mm DRIFT TO MY STATIC DRIFT 142 ?

Q-02-IN CONNECTION DESIGN, I HAVE TO COUNT DYNAMIC FORCE AND MOMENT OR STATIC MOMENT AND FORCE ? ALSO IN BASE PLATE DESIGN WHAT FORCES I HAVE TO CONSIDER,STATIC OR DYNAMIC?

Q-03- I WANT TO FIND SHEAR AND MOMENT FROM A SPECIFIC SUPPORT BY REPORT.IS THERE ANY COMMAND?

 

Q-04- WHEN ASSIGNING RESPONSE SPECTRUM DEFINITION AS PER ASCE-7-05,I HAVE PUT THE ZIP CODE VALUE AS 0,BECAUSE I HAVE DESIGNED FOR BANGLADESH.IS IT OK? IF NOT THEN WHAT WILL BE THE PROCEDURE?

THANKS IN ADVANCE……

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Openstaad : request modal calculation

April 8, 2019, 7:45 am
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Hi,

I am trying to use the "ModalCalcRequested" function of OpenSTAAD to request a modal calculation (equivalent to the "MODAL CALCULATION REQUESTED" instruction used in the STAAD editor). 

My instruction is the following : "ObjSTAAD.Load.ModalCalcRequested". However, I get the following VBA error : "Error 438 : object doesn't support this property or method"

Would anyone know why this is happening?

Thanks!

Guillaume

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Saved views

April 8, 2019, 9:15 am
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I have saved a view in STAAD and left out one beam by mistake. Is there a way to manually include an individual beam in a view, to save me having to create the view again from scratch?

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'Zg' parameter as per EC3

April 8, 2019, 10:05 am
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Hi 

I have beams supporting pipe supports on the top flange. I am assuming that the center of pipe will be the center of pressure/ force therefore the pipe supports can be modeled using a 'dummy' member with height combining (i can use offsets but using physical dummy members will give me more visibility):

dummy member height = [depth of beam /2] +height of pipe shoe +[dia of pipe /2].

I am counting depth of the beam within vertical dummy member height as it will be connected to element center line. I have question:

Question 1: if I do not specify 'Zg' then what difference/ inaccuracy be there during the code check. What effects are caused to 'Mcr' and later buckling resistance moment.

Question 2: How should one specify the offset. Am I doing it right while specifying it to center of pipe or should the piping forces be applied at the bottom of the pipe shoe which is top of the flange of the supporting beams.

Many thanks...

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Openstaad's getplatecornerforces function not giving result which I get through result setup for plate's corner stresses (MX,My & Mxy)

April 8, 2019, 10:09 am
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I am trying to develop a macro for getting plate's corner stresses in excel for which i'm using getplatecornerforces openstaad function but, this function is returning the values which I'm unable to comprehend and match with the value I could get anywhere through GUI interface.

Here I attaching the excel and model for which I'm comparing the result  drive.google.com/folderview

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Search

What am doing wrong?

April 8, 2019, 1:34 pm
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Dear friends, I need help!!!

I don't know if I am doing something wrong or what I am doing is not possible in Staad Pro.

I have a 12 levels building modeled in Revit and sent to ISM

Then sent to Staad Pro, the Analytical model:

It is a building with elevator concrete wall in the middle (it was modeled floor to floor - I don't know if it is one of the problems!), with a concrete slab over in beams (there are some overhang slabs) 

I had already test the integrity, included the column and walls support, and all the slabs notes are in the same levels.

The model in the Analytical model:

Then I select both load cases, In analysis command chose "All"

But when I run the Analsyis I receive 84 error!!!!

all about plates!!!

and message about number of nodes:

What am doing wrong??? It is not possible do model a irregular shape slab in the physical model and send to the analytical one?

If not, what is the  workaround?

Thanks

Gustavo

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Barras armadas comprimidas Grupo IV y V

April 8, 2019, 4:49 pm
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Hola;

Necesito saber si es posible generar barras según las define el reglamento CIRSOC 301, como Itipo Grupo IV y Grupo V en RAM, como se ven en la imagen del link.

https://www.google.com.ar/url?sa=i&rct=j&q=&esrc=s&source=images&cd=&ved=2ahUKEwjp8-PF1MHhAhUJPa0KHaXrC2UQjRx6BAgBEAQ&url=http%3A%2F%2Fwww1.frm.utn.edu.ar%2Fmetalicas%2FCurso%2520C%2520301_2008%2FTeoria%2FCurso_Cirsoc_301_2008_Barras_Comprimidas_1.pdf&psig=AOvVaw3lna5QIIjaPqh2C8Mtun_9&ust=1554852875811827

En particular necesitaría modelar una estructura compuesta por dos vigas paralelas de alma llena unidas en sus alas inferiores y superiores por diagonales. El inconveniente que encuentro al modelar los cordones como barras, es que cada plano de las diagonales no concurre a nodos de las vigas principales.

La estructura que quiero verificar es similar a la siguiente (en la imagen se ve la estructura desde el inferior):

Pense en modelar las diagonales como barras armadas compuestas separadas por la altura entre alas aprovechando la simetría del trazado de diagonales, pero no estoy seguro de que el comportamiento el modelo responda a la realidad.

Saludos

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RAM Concept Slab Step Modelling Issue

April 8, 2019, 6:18 pm
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Deleting Slab Panels

April 8, 2019, 9:25 pm
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Why is the program still trying to design steel for a slab panel that has been deleted?

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Pile Cap Design

April 8, 2019, 11:05 pm
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I want to design pile cap with only one pile underneath, staad foundation is not allowing single pile arrangement causing trouble in designing pile cap!! please throw some light over it.

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Is there a way to add two different moving loads in a combination?

April 9, 2019, 11:38 am
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Hello,

I have 3 moving loads. I want to combine type 1 with type 2 and then type 1 with type 3. Is there a way I can do it in one model.

Thanks

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 09-Apr-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 8.05 0 0; 3 16.1 0 0;
MEMBER INCIDENCES
1 1 2; 2 2 3;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.176e+006
POISSON 0.3
DENSITY 0.489024
ALPHA 6e-006
DAMP 0.03
TYPE STEEL
STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 2 TABLE ST W12X40
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 TO 3 PINNED
DEFINE MOVING LOAD
TYPE 1 LOAD 63 63 63 63
DIST -5 -6 -5
TYPE 2 LOAD 10.851 4.069 4.069 10.851
DIST -5 -6 -5
TYPE 3 LOAD 6.345 2.379 2.379 6.345
DIST -5 -6 -5
LOAD 1 LOADTYPE Dead TITLE DL
MEMBER LOAD
1 2 UNI GY -0.2
LOAD GENERATION 34
TYPE 1 0 0 0 XINC 1
LOAD GENERATION 34
TYPE 2 0 0 0 XINC 1
LOAD GENERATION 34
TYPE 3 0 0 0 XINC 1
PERFORM ANALYSIS
FINISH

↧

Product activation

April 9, 2019, 2:08 pm
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Hello,
1) A few weeks ago I made an account in STUDENTsever, downloaded the latest version of RAM elements 16.00.00.37, however when I opened the product, I was received with a 7-day test dialogue, after 7 days I did not want to enter the program, 
I found that my version had expired, I can not enter the program anymore, I had to uninstall it, my question is: why is this problem, 
I had to install an earlier version of RAM elements (15.00.00.18) because if I returned to install the latest version, the same message appeared that my trial version expired

2)in the current version that I have of the program (15.00.00.18), this message appears to me (image) I would like to know if I will have the same problem again


2)
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Cable analays

April 9, 2019, 3:18 pm
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I have no idea why is not working.

     1. STAAD SPACE
INPUT FILE: D:\Temp\Tmp\Structure1.STD
     2. START JOB INFORMATION
     3. ENGINEER DATE 09-APR-19
     4. END JOB INFORMATION
     5. INPUT WIDTH 79
     6. UNIT METER KN
     7. JOINT COORDINATES
     8. 1 5 -10 0; 2 0 0 2.5; 3 10 0 2.5; 4 0 0 7.5; 5 10 0 7.5; 6 0 0 12.5
     9. 7 10 0 12.5; 8 0 0 17.5; 9 10 0 17.5; 10 0 0 -2.5; 11 10 0 -2.5; 12 0 0 -7.5
    10. 13 10 0 -7.5; 14 0 0 -12.5; 15 10 0 -12.5; 16 0 0 -17.5; 17 10 0 -17.5
    11. MEMBER INCIDENCES
    12. 1 2 1; 2 3 1; 3 4 1; 4 5 1; 5 6 1; 6 7 1; 7 8 1; 8 9 1; 9 10 1; 10 11 1
    13. 11 12 1; 12 13 1; 13 14 1; 14 15 1; 15 16 1; 16 17 1
    14. DEFINE MATERIAL START
    15. ISOTROPIC GUY
    16. E 2.05E+08
    17. POISSON 0.3
    18. DENSITY 76.8195
    19. ALPHA 1.2E-05
    20. DAMP 0.03
    21. TYPE STEEL
    22. STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2
    23. END DEFINE MATERIAL
    24. MEMBER PROPERTY AMERICAN
    25. 1 TO 16 PRIS YD 0.1
    26. CONSTANTS
    27. MATERIAL GUY ALL
    28. SUPPORTS
    29. 2 TO 17 PINNED
    30. LOAD 1 LOADTYPE DEAD  TITLE CARGA
    31. MEMBER CABLE
    32. 1 TO 16 TENSION 1

   *** ERROR *** ABOVE LINE CONTAINS ERRONEOUS DATA.

   DATA-CHECK MODE IS ENTERED.

    33. JOINT LOAD
     STAAD SPACE                                              -- PAGE NO.    2
        
    34. 1 FY -1.
    35. LOAD LIST 1

   **WARNING: A LOAD LIST COMMAND WITHIN LOAD DATA IGNORED. **

    36. PERFORM CABLE ANALYSIS REFORM 0 KGEOM 1

↧

Error in Earthquake load

April 9, 2019, 5:43 pm
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frequently I found this ERROR: THE FREQUENCY IS LESS THAN 0.0001 FOR LOAD 1 (earthquake load). when I assign truss member for the truss. Please solve this error.

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Help : ERROR- IN READING MEMBER PROPERTIES. CHECK DATA FORMAT CAREFULLY.

April 9, 2019, 7:57 pm
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Analysis of prestressed hollow tappering concrete mast.

April 9, 2019, 8:28 pm
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I want to analyze prestressed hollow tappering concrete mast of 30m height. It is tappering from tip to bottom with variable thickness. Modelled it as plate element however as tendons are uniformly distributed throughout the section how prestress is to be applied? Kindly provide guidance regarding this.

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URGENT !!!! Wind load on equipment inside a large building

April 10, 2019, 12:08 am
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I have an equipment inside a large building, my problem is how to apply staad wind generation.

1. What to select structure type, is it building or use chimneys, tanks?

2. Do I need to model the building and input the building data such as length or width etc. into the main building data?

3. And when the pressure is generated, how to load it into the  equipment ?

Please kindly help me.

Thanks,

Jonathan

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