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Problems / questions with a 2+5 podium

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Hello,

I have a podium building, 2 concrete flat slab levels supporting 5 wood (other) load bearing wall levels.  It's a large building, like city block sized.  The model runs fine in Frame, but it takes over 7 minutes.  We export the results from Frame to design spreadsheets to design the wood.  That part seems to be going fine.

The main problem I'm having is that I can't get the model to run in Concrete in a reasonable amount of time.  The slabs will be designed separately in Concept, but I need Concrete to run to design the lower level concrete columns and shear walls.  But I can't get there because I can't get through Concrete gravity analysis.  At first I ran it and it took hours to get through not even 2 of 7 levels and I cancelled it.  Seems to get stuck in "Creating nodal loads from reactions".  I changed a few analysis options to try to make it run better and ran again.  It did seem to run slightly faster but then I got an error that a node is too close to itself (same node number, 0.000” apart, wouldn’t you know) and to crapped out.  But even if it hadn’t it was going to take an unreasonable amount of time to run.  Probably well over an hour.  So my first question is, do I have something set wrong that it’s running this way?  If not, is there anything I can do to dumb down or simplify the wood levels to get it to run reasonably?

My other issue is regarding the f1 factor for LRFD load combos.  In generating combos is looks like we have only one chance to set it.  But my podium building has one level of parking at the bottom (LL=40psf), then the podium level above has the equivalent of 200 psf from 5 levels.  Setting f1 to 1.00 for the entire structure because 40 of 240 psf is parking would be overly penalizing it.  But using 0.5 would go against the code instruction to use 1.0 for parking garages.  Is there any way to set it to 1.00 just for the garage level?  How is this is typically handled in buildings that are only partially garage?  Seems like it could be set up to use 0.5 automatically for reducible LL and 1.0 for un-reducible, since this is the same distinction in the code (over 100 psf and garages) and RAM already has a LL tag for reduce/unreduce.  

Thank you,

Chris Martin


Hi There, How to generate nodal mass and allow for accidental eccentricity as per requirements of AS/NZS 1170

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I am modelling existing steel , portal frame building, loaded with heavy services. I know that Microstran can genarate nodal mass based on the imputed loading. How do I do that? Does it allow for the accidental eccentricity? Is there my manual i can use to help me to preform this actions?

CLARIFICATION LY LZ PARAMETER IN DIRECT ANALYSIS

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I UNDERSTAND IN THE DIRECT ANALYSIS K=1 BUT WHAT ABOUT THE PARAMETERS LY, LZ TO DEFINE THE EFFECTIVE LENGTHS EFFECTIVELY. I HAVE A LATTICE TRUSS OF 25 M SPAN  DEPT 2M WITH LACING @ 2M C/C.

I AM DOING DIRECT ANALYSIS. I AM GIVING PARAMETER LY=25M AND  LZ=2M WITHOUT ANY KZ KY VALUES FOR BOTH TOP AND BOTTOM CHORD. IS THAT CORRECT? CAN ANYONE CONFIRM?

HOW TO SUPPRESS WARNING

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I GET THE FOLLOWING WARNING WHILE DOING SEISMIC ANALYSIS. I UNDERSTAND I CAN IGNORE THE WARNING. BUT CAN I SUPPRESS IT?

*WARNING- APPLIED SELFWEIGHT IS MORE THAN TOTAL WEIGHT OF AL

             STRUCTURAL ELEMENTS IN LOAD CASE    105 ALONG Y.

             THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC

             LIST OF MEMBERS/PLATES/SOLIDS/SURFACES.

      TOTAL UNFACTORED WEIGHT OF THE STRUCTURE =                822.911 KN

      TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED =       1645.822 KN

Moment Release in MZ

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Dear All,

My doubt is that moment release to be done only in Z direction for the secondary beam? because in staad help manual it is showing that each individual member will takes the local axis so for every beam whether it may be in X axis or in Z axis moment to be released in Z direction only? or else moment release to be done based on the co ordinate axis that is it may be X or Z. If so what will be the moment release for a secondary beam which is parallel to X axis and a secondary beam parallel to Z axis?

STAAD Connect edition

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Hello!!

Can someone tell  me when the latest edition of STAAD connect edition will be released addressing the defects in design of Steel tapered sections as per AISC 360-16 code. An exact date would be highly appreciated.

Please do reply.We are being pressurized by our customers to design as per AISC 360-16.

Thank you.

Knee Brace Design Staad

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Hello,

I am designing 2 knee braces connected to a single column to c.arry a unit via hanger rods. The vertical legs of knee braces will be welded to the column but as STAAD doesn't take that connection into account, I created a similar condition with a beam. Can someone please let me know if this is the right approach for this model. The knee braces have 300 lbs load at its end as can be seen in the model.

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 12-Apr-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 0 8 0; 3 0 0 8; 4 1 8 0; 5 1 0 0; 6 1 0 8;
MEMBER INCIDENCES
1 2 1; 2 1 3; 3 3 2; 4 4 5; 5 5 6; 6 6 4; 7 1 6; 8 5 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 TO 8 TABLE ST L25258
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 2 4 5 FIXED
MEMBER RELEASE
7 START MY MZ
7 END MY MZ
8 START MY MZ
8 END MY MZ
LOAD 1 LOADTYPE Dead TITLE LOAD CASE 1
JOINT LOAD
3 6 FY -0.3
PERFORM ANALYSIS
PARAMETER 1
CODE AISC UNIFIED 2010
BEAM 1 ALL
FYLD 5184 ALL
FU 6624 ALL
CHECK CODE ALL
FINISH

Thank You

Error. Density not provided. Selfweight Command Ignored


why is the unity check greater than 1 when it doesn't add up to 1

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here it shows the check being 2.297

The ratios don't add up to 2.297 and end up being less than 1.  what am I missing?

Error message

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*** STAAD.Pro ERROR MESSAGE ***
NO LOADING DEFINED FOR UBC LOAD. RUN TERMINATED.

I was trying to define my seismic loads with reference load. I am not sure if this is the cause of the error. Please advise. Thanks.

REGARDING FOR THE LOAD RELEASE

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DEAR SIR,

 I HAVE ATTACHED A IMAGE SO INEED TO CLARIFY THE LOAD RELEASE  PLEASE CONCEPT IN STAAD .

Command for increasing the default value for rigid diaphragm

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Good day technical support,

what's the command to increase the number of rigid diaphragm?

Thank you

George

Self Supported Arch roof analysis

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I want to analyse the roof structure for dead load, live load and wind load. I am confused about the direction of the loading on the plates. Can anyone give me some suggestion? 
Also How can i analyse the running beam that will carry the load? We use a running angle that is welded with the beam and the roof is screwed with the arch roof communities.bentley.com/.../ARCH-ROOF.std

Continous Support - Staad pro ver. 22

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Hi Technical Support,

What command in Staad Pro. ver.22 instruct staad pro for continous wall footing, retaining wall as well?

Thank you 

George

RCDC

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Can anybody please guide me how to proceed to learn RCDC.


how to reduce deflection????

Deflection Check in STAAD as per AISC 360

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I am not getting correct output for Deflection check . I have already defined required paraemeters however the critical loadcase for all beam shown as last defined loadcase . Also the values of Permissible deflection shown is not correct . My beam length is 6 000 mm and I have defined value of 360 but it is showing different value . I am checking deflection as per AISC -360 unified code ASD method . I am getting failures in the beam however when I check maximum vertical deflection at middle node , it is less than permissible value . 

*** STAAD.Pro ERROR MESSAGE *** NO LOADING DEFINED FOR UBC LOAD. RUN TERMINATED.

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I am getting error message in the subject line. Below is my command file.

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 16-Nov-18
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 2 0 0; 3 15.5 0 0; 4 17.5 0 0; 5 2 -3 0; 6 15.5 -3 0;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4; 4 5 2; 5 6 3;
START GROUP DEFINITION
MEMBER
_BEAM 1 TO 3
_COLUMN 4 5
END GROUP DEFINITION
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH RY 1.5 RT 1.2
ISOTROPIC STEEL_50_KSI
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH FY 7200 FU 8928 RY 1.5 RT 1.2
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL_50_KSI ALL
MEMBER PROPERTY AMERICAN
1 TO 5 TABLE ST W8X31
SUPPORTS
5 6 FIXED BUT MZ
DEFINE IBC 2015
ZIP 88256 I 1.25 RX 3.5 RZ 3.5 SCLASS 3 TL 12 FA 1.3 FV 1.5
DEFINE WIND LOAD
TYPE 1 WIND_FULL
<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2010:PARAMS 120.000 MPH 4 2 2 0 0.000 FT 0.000 FT 0.000 FT 1 0 6.000 -
FT 20.000 FT 0.500 FT 0.600 2.000 0.010 0 0 0 0 0.849 1.000 1.000 0.850 0 0 -
0 0 0.898 1.600 -0.550
!> END GENERATED DATA BLOCK
INT 0.0382005 0.0382005 HEIG 0 15
DEFINE REFERENCE LOADS
LOAD R1 LOADTYPE Dead TITLE DEAD LOAD
SELFWEIGHT Y -1
END DEFINE REFERENCE LOADS
LOAD 1 LOADTYPE Seismic TITLE SEISMIC LOAD +X
IBC LOAD X 1
PERFORM ANALYSIS
CHANGE
LOAD 2 LOADTYPE Seismic TITLE SEISMIC LOAD +Z
IBC LOAD Z 1
PERFORM ANALYSIS
CHANGE
LOAD 3 LOADTYPE Wind TITLE WIND LOAD +X
WIND LOAD X 1 TYPE 1 OPEN
LOAD 4 LOADTYPE Wind TITLE WIND LOAD +Z
WIND LOAD Z 1 TYPE 1 OPEN
LOAD 5 LOADTYPE Dead TITLE DEAD LOAD
SELFWEIGHT Y -1
MEMBER LOAD
2 UNI GY -0.02 0 2
1 UNI GY -0.02 1 2
LOAD 6 LOADTYPE Live TITLE LIVE LOAD
MEMBER LOAD
2 CON GY -16 4
2 CON GY -1.5 7
2 CON GY -1.5 9
2 CON GY -1.5 13.5
LOAD 7 LOADTYPE Wind TITLE WIND LOAD
MEMBER LOAD
1 TO 5 UNI GZ 0.05
2 CON GX 2 4
LOAD 8 LOADTYPE Snow TITLE SNOW LOAD
MEMBER LOAD
1 TO 3 UNI GY -0.01
LOAD 9 Generated AISC:360-2010 PUBLIC 1
REPEAT LOAD
5 1.4
REFERENCE LOAD
R1 1.4
LOAD 10 Generated AISC:360-2010 PUBLIC 2
REPEAT LOAD
5 1.2 6 1.6
REFERENCE LOAD
R1 1.2
LOAD 11 Generated AISC:360-2010 PUBLIC 3
REPEAT LOAD
5 1.2 6 1.6 8 0.5
REFERENCE LOAD
R1 1.2
LOAD 12 Generated AISC:360-2010 PUBLIC 4
REPEAT LOAD
5 1.2 6 0.5
REFERENCE LOAD
R1 1.2
LOAD 13 Generated AISC:360-2010 PUBLIC 5
REPEAT LOAD
5 1.2 3 0.8
REFERENCE LOAD
R1 1.2
LOAD 14 Generated AISC:360-2010 PUBLIC 6
REPEAT LOAD
5 1.2 4 0.8
REFERENCE LOAD
R1 1.2
LOAD 15 Generated AISC:360-2010 PUBLIC 7
REPEAT LOAD
5 1.2 7 0.8
REFERENCE LOAD
R1 1.2
LOAD 16 Generated AISC:360-2010 PUBLIC 8
REPEAT LOAD
5 1.2 6 0.5 8 1.6
REFERENCE LOAD
R1 1.2
LOAD 17 Generated AISC:360-2010 PUBLIC 9
REPEAT LOAD
5 1.2 3 0.8 8 1.6
REFERENCE LOAD
R1 1.2
LOAD 18 Generated AISC:360-2010 PUBLIC 10
REPEAT LOAD
5 1.2 4 0.8 8 1.6
REFERENCE LOAD
R1 1.2
LOAD 19 Generated AISC:360-2010 PUBLIC 11
REPEAT LOAD
5 1.2 7 0.8 8 1.6
REFERENCE LOAD
R1 1.2
LOAD 20 Generated AISC:360-2010 PUBLIC 12
REPEAT LOAD
5 1.2 6 0.5 3 1.6
REFERENCE LOAD
R1 1.2
LOAD 21 Generated AISC:360-2010 PUBLIC 13
REPEAT LOAD
5 1.2 6 0.5 4 1.6
REFERENCE LOAD
R1 1.2
LOAD 22 Generated AISC:360-2010 PUBLIC 14
REPEAT LOAD
5 1.2 6 0.5 7 1.6
REFERENCE LOAD
R1 1.2
LOAD 23 Generated AISC:360-2010 PUBLIC 15
REPEAT LOAD
5 1.2 6 0.5 3 1.6 8 0.5
REFERENCE LOAD
R1 1.2
LOAD 24 Generated AISC:360-2010 PUBLIC 16
REPEAT LOAD
5 1.2 6 0.5 4 1.6 8 0.5
REFERENCE LOAD
R1 1.2
LOAD 25 Generated AISC:360-2010 PUBLIC 17
REPEAT LOAD
5 1.2 6 0.5 7 1.6 8 0.5
REFERENCE LOAD
R1 1.2
LOAD 26 Generated AISC:360-2010 PUBLIC 18
REPEAT LOAD
5 1.2 6 0.5 1 1.0 8 0.2
REFERENCE LOAD
R1 1.2
LOAD 27 Generated AISC:360-2010 PUBLIC 19
REPEAT LOAD
5 1.2 6 0.5 2 1.0 8 0.2
REFERENCE LOAD
R1 1.2
LOAD 28 Generated AISC:360-2010 PUBLIC 20
REPEAT LOAD
5 1.2 6 0.5 1 -1.0 8 0.2
REFERENCE LOAD
R1 1.2
LOAD 29 Generated AISC:360-2010 PUBLIC 21
REPEAT LOAD
5 1.2 6 0.5 2 -1.0 8 0.2
REFERENCE LOAD
R1 1.2
LOAD 30 Generated AISC:360-2010 PUBLIC 22
REPEAT LOAD
5 0.9 3 1.6
REFERENCE LOAD
R1 0.9
LOAD 31 Generated AISC:360-2010 PUBLIC 23
REPEAT LOAD
5 0.9 4 1.6
REFERENCE LOAD
R1 0.9
LOAD 32 Generated AISC:360-2010 PUBLIC 24
REPEAT LOAD
5 0.9 7 1.6
REFERENCE LOAD
R1 0.9
LOAD 33 Generated AISC:360-2010 PUBLIC 25
REPEAT LOAD
5 0.9 1 1.0
REFERENCE LOAD
R1 0.9
LOAD 34 Generated AISC:360-2010 PUBLIC 26
REPEAT LOAD
5 0.9 2 1.0
REFERENCE LOAD
R1 0.9
LOAD 35 Generated AISC:360-2010 PUBLIC 27
REPEAT LOAD
5 0.9 1 -1.0
REFERENCE LOAD
R1 0.9
LOAD 36 Generated AISC:360-2010 PUBLIC 28
REPEAT LOAD
5 0.9 2 -1.0
REFERENCE LOAD
R1 0.9
LOAD 37 Generated IBC-2012 Table10ASD241 1
REPEAT LOAD
5 1.0
REFERENCE LOAD
R1 1.0
LOAD 38 Generated IBC-2012 Table10ASD241 2
REPEAT LOAD
5 1.0 6 1.0
REFERENCE LOAD
R1 1.0
LOAD 39 Generated IBC-2012 Table10ASD241 3
REPEAT LOAD
5 1.0 8 1.0
REFERENCE LOAD
R1 1.0
LOAD 40 Generated IBC-2012 Table10ASD241 4
REPEAT LOAD
5 1.0 6 0.75
REFERENCE LOAD
R1 1.0
LOAD 41 Generated IBC-2012 Table10ASD241 5
REPEAT LOAD
5 1.0 6 0.75 8 0.75
REFERENCE LOAD
R1 1.0
LOAD 42 Generated IBC-2012 Table10ASD241 6
REPEAT LOAD
5 1.0 3 0.6
REFERENCE LOAD
R1 1.0
LOAD 43 Generated IBC-2012 Table10ASD241 7
REPEAT LOAD
5 1.0 4 0.6
REFERENCE LOAD
R1 1.0
LOAD 44 Generated IBC-2012 Table10ASD241 8
REPEAT LOAD
5 1.0 7 0.6
REFERENCE LOAD
R1 1.0
LOAD 45 Generated IBC-2012 Table10ASD241 9
REPEAT LOAD
5 1.0 1 0.7
REFERENCE LOAD
R1 1.0
LOAD 46 Generated IBC-2012 Table10ASD241 10
REPEAT LOAD
5 1.0 2 0.7
REFERENCE LOAD
R1 1.0
LOAD 47 Generated IBC-2012 Table10ASD241 11
REPEAT LOAD
5 1.0 1 -0.7
REFERENCE LOAD
R1 1.0
LOAD 48 Generated IBC-2012 Table10ASD241 12
REPEAT LOAD
5 1.0 2 -0.7
REFERENCE LOAD
R1 1.0
LOAD 49 Generated IBC-2012 Table10ASD241 13
REPEAT LOAD
5 1.0 6 0.75 3 0.45
REFERENCE LOAD
R1 1.0
LOAD 50 Generated IBC-2012 Table10ASD241 14
REPEAT LOAD
5 1.0 6 0.75 4 0.45
REFERENCE LOAD
R1 1.0
LOAD 51 Generated IBC-2012 Table10ASD241 15
REPEAT LOAD
5 1.0 6 0.75 7 0.45
REFERENCE LOAD
R1 1.0
LOAD 52 Generated IBC-2012 Table10ASD241 16
REPEAT LOAD
5 1.0 6 0.75 3 0.45 8 0.75
REFERENCE LOAD
R1 1.0
LOAD 53 Generated IBC-2012 Table10ASD241 17
REPEAT LOAD
5 1.0 6 0.75 4 0.45 8 0.75
REFERENCE LOAD
R1 1.0
LOAD 54 Generated IBC-2012 Table10ASD241 18
REPEAT LOAD
5 1.0 6 0.75 7 0.45 8 0.75
REFERENCE LOAD
R1 1.0
LOAD 55 Generated IBC-2012 Table10ASD241 19
REPEAT LOAD
5 1.0 6 0.75 1 0.525 8 0.75
REFERENCE LOAD
R1 1.0
LOAD 56 Generated IBC-2012 Table10ASD241 20
REPEAT LOAD
5 1.0 6 0.75 2 0.525 8 0.75
REFERENCE LOAD
R1 1.0
LOAD 57 Generated IBC-2012 Table10ASD241 21
REPEAT LOAD
5 1.0 6 0.75 1 -0.525 8 0.75
REFERENCE LOAD
R1 1.0
LOAD 58 Generated IBC-2012 Table10ASD241 22
REPEAT LOAD
5 1.0 6 0.75 2 -0.525 8 0.75
REFERENCE LOAD
R1 1.0
LOAD 59 Generated IBC-2012 Table10ASD241 23
REPEAT LOAD
5 0.6 3 0.6
REFERENCE LOAD
R1 0.6
LOAD 60 Generated IBC-2012 Table10ASD241 24
REPEAT LOAD
5 0.6 4 0.6
REFERENCE LOAD
R1 0.6
LOAD 61 Generated IBC-2012 Table10ASD241 25
REPEAT LOAD
5 0.6 7 0.6
REFERENCE LOAD
R1 0.6
LOAD 62 Generated IBC-2012 Table10ASD241 26
REPEAT LOAD
5 0.6 1 0.7
REFERENCE LOAD
R1 0.6
LOAD 63 Generated IBC-2012 Table10ASD241 27
REPEAT LOAD
5 0.6 2 0.7
REFERENCE LOAD
R1 0.6
LOAD 64 Generated IBC-2012 Table10ASD241 28
REPEAT LOAD
5 0.6 1 -0.7
REFERENCE LOAD
R1 0.6
LOAD 65 Generated IBC-2012 Table10ASD241 29
REPEAT LOAD
5 0.6 2 -0.7
REFERENCE LOAD
R1 0.6
DEFINE ENVELOPE
9 TO 36 ENVELOPE 1
37 TO 65 ENVELOPE 2
PARAMETER 1
CODE AISC UNIFIED 2016
METHOD LRFD
FYLD 7200 ALL
CHECK CODE ALL
PARAMETER 2
CODE AISC UNIFIED 2016
DFF 420 ALL
CHECK CODE ALL
PARAMETER 3
CODE AISC UNIFIED 2016
CHECK CODE ALL
PERFORM ANALYSIS PRINT ALL
FINISH

*** STAAD.Pro ERROR MESSAGE *** NO LOADING DEFINED FOR UBC LOAD. RUN TERMINATED.

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I am getting error message in the subject line. Below is my command file.

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 16-Nov-18
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 2 0 0; 3 15.5 0 0; 4 17.5 0 0; 5 2 -3 0; 6 15.5 -3 0;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4; 4 5 2; 5 6 3;
START GROUP DEFINITION
MEMBER
_BEAM 1 TO 3
_COLUMN 4 5
END GROUP DEFINITION
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH RY 1.5 RT 1.2
ISOTROPIC STEEL_50_KSI
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH FY 7200 FU 8928 RY 1.5 RT 1.2
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL_50_KSI ALL
MEMBER PROPERTY AMERICAN
1 TO 5 TABLE ST W8X31
SUPPORTS
5 6 FIXED BUT MZ
DEFINE IBC 2015
ZIP 88256 I 1.25 RX 3.5 RZ 3.5 SCLASS 3 TL 12 FA 1.3 FV 1.5
DEFINE WIND LOAD
TYPE 1 WIND_FULL
<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2010:PARAMS 120.000 MPH 4 2 2 0 0.000 FT 0.000 FT 0.000 FT 1 0 6.000 -
FT 20.000 FT 0.500 FT 0.600 2.000 0.010 0 0 0 0 0.849 1.000 1.000 0.850 0 0 -
0 0 0.898 1.600 -0.550
!> END GENERATED DATA BLOCK
INT 0.0382005 0.0382005 HEIG 0 15
DEFINE REFERENCE LOADS
LOAD R1 LOADTYPE Dead TITLE DEAD LOAD
SELFWEIGHT Y -1
END DEFINE REFERENCE LOADS
LOAD 1 LOADTYPE Seismic TITLE SEISMIC LOAD +X
IBC LOAD X 1
PERFORM ANALYSIS
CHANGE
LOAD 2 LOADTYPE Seismic TITLE SEISMIC LOAD +Z
IBC LOAD Z 1
PERFORM ANALYSIS
CHANGE
LOAD 3 LOADTYPE Wind TITLE WIND LOAD +X
WIND LOAD X 1 TYPE 1 OPEN
LOAD 4 LOADTYPE Wind TITLE WIND LOAD +Z
WIND LOAD Z 1 TYPE 1 OPEN
LOAD 5 LOADTYPE Dead TITLE DEAD LOAD
SELFWEIGHT Y -1
MEMBER LOAD
2 UNI GY -0.02 0 2
1 UNI GY -0.02 1 2
LOAD 6 LOADTYPE Live TITLE LIVE LOAD
MEMBER LOAD
2 CON GY -16 4
2 CON GY -1.5 7
2 CON GY -1.5 9
2 CON GY -1.5 13.5
LOAD 7 LOADTYPE Wind TITLE WIND LOAD
MEMBER LOAD
1 TO 5 UNI GZ 0.05
2 CON GX 2 4
LOAD 8 LOADTYPE Snow TITLE SNOW LOAD
MEMBER LOAD
1 TO 3 UNI GY -0.01
LOAD 9 Generated AISC:360-2010 PUBLIC 1
REPEAT LOAD
5 1.4
REFERENCE LOAD
R1 1.4
LOAD 10 Generated AISC:360-2010 PUBLIC 2
REPEAT LOAD
5 1.2 6 1.6
REFERENCE LOAD
R1 1.2
LOAD 11 Generated AISC:360-2010 PUBLIC 3
REPEAT LOAD
5 1.2 6 1.6 8 0.5
REFERENCE LOAD
R1 1.2
LOAD 12 Generated AISC:360-2010 PUBLIC 4
REPEAT LOAD
5 1.2 6 0.5
REFERENCE LOAD
R1 1.2
LOAD 13 Generated AISC:360-2010 PUBLIC 5
REPEAT LOAD
5 1.2 3 0.8
REFERENCE LOAD
R1 1.2
LOAD 14 Generated AISC:360-2010 PUBLIC 6
REPEAT LOAD
5 1.2 4 0.8
REFERENCE LOAD
R1 1.2
LOAD 15 Generated AISC:360-2010 PUBLIC 7
REPEAT LOAD
5 1.2 7 0.8
REFERENCE LOAD
R1 1.2
LOAD 16 Generated AISC:360-2010 PUBLIC 8
REPEAT LOAD
5 1.2 6 0.5 8 1.6
REFERENCE LOAD
R1 1.2
LOAD 17 Generated AISC:360-2010 PUBLIC 9
REPEAT LOAD
5 1.2 3 0.8 8 1.6
REFERENCE LOAD
R1 1.2
LOAD 18 Generated AISC:360-2010 PUBLIC 10
REPEAT LOAD
5 1.2 4 0.8 8 1.6
REFERENCE LOAD
R1 1.2
LOAD 19 Generated AISC:360-2010 PUBLIC 11
REPEAT LOAD
5 1.2 7 0.8 8 1.6
REFERENCE LOAD
R1 1.2
LOAD 20 Generated AISC:360-2010 PUBLIC 12
REPEAT LOAD
5 1.2 6 0.5 3 1.6
REFERENCE LOAD
R1 1.2
LOAD 21 Generated AISC:360-2010 PUBLIC 13
REPEAT LOAD
5 1.2 6 0.5 4 1.6
REFERENCE LOAD
R1 1.2
LOAD 22 Generated AISC:360-2010 PUBLIC 14
REPEAT LOAD
5 1.2 6 0.5 7 1.6
REFERENCE LOAD
R1 1.2
LOAD 23 Generated AISC:360-2010 PUBLIC 15
REPEAT LOAD
5 1.2 6 0.5 3 1.6 8 0.5
REFERENCE LOAD
R1 1.2
LOAD 24 Generated AISC:360-2010 PUBLIC 16
REPEAT LOAD
5 1.2 6 0.5 4 1.6 8 0.5
REFERENCE LOAD
R1 1.2
LOAD 25 Generated AISC:360-2010 PUBLIC 17
REPEAT LOAD
5 1.2 6 0.5 7 1.6 8 0.5
REFERENCE LOAD
R1 1.2
LOAD 26 Generated AISC:360-2010 PUBLIC 18
REPEAT LOAD
5 1.2 6 0.5 1 1.0 8 0.2
REFERENCE LOAD
R1 1.2
LOAD 27 Generated AISC:360-2010 PUBLIC 19
REPEAT LOAD
5 1.2 6 0.5 2 1.0 8 0.2
REFERENCE LOAD
R1 1.2
LOAD 28 Generated AISC:360-2010 PUBLIC 20
REPEAT LOAD
5 1.2 6 0.5 1 -1.0 8 0.2
REFERENCE LOAD
R1 1.2
LOAD 29 Generated AISC:360-2010 PUBLIC 21
REPEAT LOAD
5 1.2 6 0.5 2 -1.0 8 0.2
REFERENCE LOAD
R1 1.2
LOAD 30 Generated AISC:360-2010 PUBLIC 22
REPEAT LOAD
5 0.9 3 1.6
REFERENCE LOAD
R1 0.9
LOAD 31 Generated AISC:360-2010 PUBLIC 23
REPEAT LOAD
5 0.9 4 1.6
REFERENCE LOAD
R1 0.9
LOAD 32 Generated AISC:360-2010 PUBLIC 24
REPEAT LOAD
5 0.9 7 1.6
REFERENCE LOAD
R1 0.9
LOAD 33 Generated AISC:360-2010 PUBLIC 25
REPEAT LOAD
5 0.9 1 1.0
REFERENCE LOAD
R1 0.9
LOAD 34 Generated AISC:360-2010 PUBLIC 26
REPEAT LOAD
5 0.9 2 1.0
REFERENCE LOAD
R1 0.9
LOAD 35 Generated AISC:360-2010 PUBLIC 27
REPEAT LOAD
5 0.9 1 -1.0
REFERENCE LOAD
R1 0.9
LOAD 36 Generated AISC:360-2010 PUBLIC 28
REPEAT LOAD
5 0.9 2 -1.0
REFERENCE LOAD
R1 0.9
LOAD 37 Generated IBC-2012 Table10ASD241 1
REPEAT LOAD
5 1.0
REFERENCE LOAD
R1 1.0
LOAD 38 Generated IBC-2012 Table10ASD241 2
REPEAT LOAD
5 1.0 6 1.0
REFERENCE LOAD
R1 1.0
LOAD 39 Generated IBC-2012 Table10ASD241 3
REPEAT LOAD
5 1.0 8 1.0
REFERENCE LOAD
R1 1.0
LOAD 40 Generated IBC-2012 Table10ASD241 4
REPEAT LOAD
5 1.0 6 0.75
REFERENCE LOAD
R1 1.0
LOAD 41 Generated IBC-2012 Table10ASD241 5
REPEAT LOAD
5 1.0 6 0.75 8 0.75
REFERENCE LOAD
R1 1.0
LOAD 42 Generated IBC-2012 Table10ASD241 6
REPEAT LOAD
5 1.0 3 0.6
REFERENCE LOAD
R1 1.0
LOAD 43 Generated IBC-2012 Table10ASD241 7
REPEAT LOAD
5 1.0 4 0.6
REFERENCE LOAD
R1 1.0
LOAD 44 Generated IBC-2012 Table10ASD241 8
REPEAT LOAD
5 1.0 7 0.6
REFERENCE LOAD
R1 1.0
LOAD 45 Generated IBC-2012 Table10ASD241 9
REPEAT LOAD
5 1.0 1 0.7
REFERENCE LOAD
R1 1.0
LOAD 46 Generated IBC-2012 Table10ASD241 10
REPEAT LOAD
5 1.0 2 0.7
REFERENCE LOAD
R1 1.0
LOAD 47 Generated IBC-2012 Table10ASD241 11
REPEAT LOAD
5 1.0 1 -0.7
REFERENCE LOAD
R1 1.0
LOAD 48 Generated IBC-2012 Table10ASD241 12
REPEAT LOAD
5 1.0 2 -0.7
REFERENCE LOAD
R1 1.0
LOAD 49 Generated IBC-2012 Table10ASD241 13
REPEAT LOAD
5 1.0 6 0.75 3 0.45
REFERENCE LOAD
R1 1.0
LOAD 50 Generated IBC-2012 Table10ASD241 14
REPEAT LOAD
5 1.0 6 0.75 4 0.45
REFERENCE LOAD
R1 1.0
LOAD 51 Generated IBC-2012 Table10ASD241 15
REPEAT LOAD
5 1.0 6 0.75 7 0.45
REFERENCE LOAD
R1 1.0
LOAD 52 Generated IBC-2012 Table10ASD241 16
REPEAT LOAD
5 1.0 6 0.75 3 0.45 8 0.75
REFERENCE LOAD
R1 1.0
LOAD 53 Generated IBC-2012 Table10ASD241 17
REPEAT LOAD
5 1.0 6 0.75 4 0.45 8 0.75
REFERENCE LOAD
R1 1.0
LOAD 54 Generated IBC-2012 Table10ASD241 18
REPEAT LOAD
5 1.0 6 0.75 7 0.45 8 0.75
REFERENCE LOAD
R1 1.0
LOAD 55 Generated IBC-2012 Table10ASD241 19
REPEAT LOAD
5 1.0 6 0.75 1 0.525 8 0.75
REFERENCE LOAD
R1 1.0
LOAD 56 Generated IBC-2012 Table10ASD241 20
REPEAT LOAD
5 1.0 6 0.75 2 0.525 8 0.75
REFERENCE LOAD
R1 1.0
LOAD 57 Generated IBC-2012 Table10ASD241 21
REPEAT LOAD
5 1.0 6 0.75 1 -0.525 8 0.75
REFERENCE LOAD
R1 1.0
LOAD 58 Generated IBC-2012 Table10ASD241 22
REPEAT LOAD
5 1.0 6 0.75 2 -0.525 8 0.75
REFERENCE LOAD
R1 1.0
LOAD 59 Generated IBC-2012 Table10ASD241 23
REPEAT LOAD
5 0.6 3 0.6
REFERENCE LOAD
R1 0.6
LOAD 60 Generated IBC-2012 Table10ASD241 24
REPEAT LOAD
5 0.6 4 0.6
REFERENCE LOAD
R1 0.6
LOAD 61 Generated IBC-2012 Table10ASD241 25
REPEAT LOAD
5 0.6 7 0.6
REFERENCE LOAD
R1 0.6
LOAD 62 Generated IBC-2012 Table10ASD241 26
REPEAT LOAD
5 0.6 1 0.7
REFERENCE LOAD
R1 0.6
LOAD 63 Generated IBC-2012 Table10ASD241 27
REPEAT LOAD
5 0.6 2 0.7
REFERENCE LOAD
R1 0.6
LOAD 64 Generated IBC-2012 Table10ASD241 28
REPEAT LOAD
5 0.6 1 -0.7
REFERENCE LOAD
R1 0.6
LOAD 65 Generated IBC-2012 Table10ASD241 29
REPEAT LOAD
5 0.6 2 -0.7
REFERENCE LOAD
R1 0.6
DEFINE ENVELOPE
9 TO 36 ENVELOPE 1
37 TO 65 ENVELOPE 2
PARAMETER 1
CODE AISC UNIFIED 2016
METHOD LRFD
FYLD 7200 ALL
CHECK CODE ALL
PARAMETER 2
CODE AISC UNIFIED 2016
DFF 420 ALL
CHECK CODE ALL
PARAMETER 3
CODE AISC UNIFIED 2016
CHECK CODE ALL
PERFORM ANALYSIS PRINT ALL
FINISH

MSTower

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I am trying to create RF panel for tower loading. I am finding it quite difficult to do. I can load the Dishes but I can't find the RF panels in the Ms_anc.lib can any one assist me in getting a comprehensive ancillary library file or teach me how to create one?

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