Browse By Tags

  • Deflection

    Hello, Guys! I have added the TRACK 2 command along with the DFF to see the in-depth details of deflection. May I know if this, please see attached picture, can be seen somewhere in the postprocessing? Also, how can I get the deflection of the entire…
  • THE MEMBER 1 CAN NOT BE DESIGNED FOR BENDING AS THIS VERSION DOES NOT SUPPORT THE SELECTED SECTION, SELECT ANOTHER TYPE OF SECTION

    Why this keeps appearing, Guys? I got the same warning for HSS Rectangle standards. Can somebody help me please.
  • "DEFINE" COMMANDS FOR LOAD GENERATION SHOULD BE PROVIDED BEFORE SPECIFYING PRIMARY LOAD CASES.

    Tell me how can I get rif of this error please. DEFINE UBC ACCIDENTAL LOAD ZONE 0.4 I 1 RWX 3.5 RWZ 3.5 STYP 4 CT 0.0488 NA 1.2 NV 1.6 SELFWEIGHT 1.1 UNIT METER KN DEFINE WIND LOAD TYPE 1 WIND_PEDESTRIANBRIDGE <! STAAD PRO GENERATED DATA DO NOT MODIFY…
  • STAAD's Displacement

    Is this a normal displacement in STAAD.Pro Connect Edition? I am designing a pedestrian footbridge and I happened to encounter this displacement in a certain load case?
  • How to fix ** ERROR: IBC/UBC LOAD CASES MUST BE FIRST AND NO MORE THAN 8 CASES ARE PERMITTED. **. structure is irregular and unsymmetrical. 12 seismic load cases are required

    STAAD SPACE START JOB INFORMATION ENGINEER DATE 11-May-23 END JOB INFORMATION INPUT WIDTH 79 UNIT METER KN JOINT COORDINATES 49 0 0 11; 50 4 0 11; 51 9 0 11; 52 14 0 11; 53 19 0 11; 54 22 0 11; 55 27.5 0 11; 56 33 0 11; 57 38 0 11; 58 43.5 0 11; 59 47…
  • SHEAR FORCE DAIGRAM IS CHANGED IF WE CHANGE THE BEAM INCIDENCE

    I MODEL A BEAM A BEAM OF 12 M SPAN IN WHICH THE SUPPORTS ARE ASSIGNED AT 8 M C/C AND REST 2.2 M FROM EITHER SIDE IS CANTILEVR , NOW IF I CHANGES THE BEAM INCIDENCE THE SHEAR FORCE DIAGRAM IS CHANGED (REVERSED) WHILE LOADING POINT IS SAME
  • Hi everyone, can someone help me about how to apply load for all model (if u have rectangular frame of the HEA 200) when crane driver carry up it to above ?

    hi
  • hi everyone, can anybody help me to solve this model because have error of the snow and seismic loads??

    STAAD SPACE START JOB INFORMATION ENGINEER DATE 30-Nov-22 END JOB INFORMATION INPUT WIDTH 79 UNIT MMS KN JOINT COORDINATES 55 468.544 16072.7 192.577; 73 507.061 16072.7 -1.061; 107 358.857 16072.7 356.735; 151 7030.99 14763.7 2911.01; 152 7609.76 14763…
  • STAAD ANALYSIS

    Hi Everyone! I'm having a hard time fixing my model. it has a warning saying WARNING-fx fy fz wind forces: I Can't correct it no matter what i do. Can Anyone help me out? Thanks a lot always. Here is the file 5488.FILE.std
  • ERROR: MEMBER # 3 IS NOT A VALID COLD-FORMED STEEL SECTION. E-10 - in Staad.pro

    Hi Staad master sirs, I’m Trying with the Staad.pro model of a Rack system with Economic solutions - which consists of Hot Rolled Sections + Cold-Formed Steel sections, by using IS800 + IS801. My entire members are only supposed to be Designed as Hot…
  • *** ERROR : "DEFINE" COMMANDS FOR LOAD GENERATION SHOULD BE PROVIDED BEFORE SPECIFYING PRIMARY LOAD CASES.

    Hi, Hopefully, you are doing well. could you please help me to solve this error? this is the code below. regards, DEFINE WIND LOAD TYPE 1 WIND -Z (WINDWARD WALL) <! STAAD PRO GENERATED DATA DO NOT MODIFY !!! ASCE-7-2010:PARAMS 137.000 KMPH 0…
  • STAAD seems to be using ASCE 7-16 11.4.8 Exception 2 because T>1.5Ts even though S1 < 0.2

    STAAD seems to be using ASCE 7-16 11.4.8 Exception 2 because T>1.5Ts even though S1 < 0.2. Site class is D, other parameters and calculations are in the attached Excel sheet. Cs Calculation.xlsx Is there something I am missing or seeing wrong? Thanks…
  • THE COMPRESSIVE AXIAL STRESS IN MEMBER # 1049 EXCEEDS 0.08FCK AT SECTION 0.0 MM FOR LOAD # 216 AS PER CL 6.1 OF IS-13920 2016.

    Dear All, I got lot of warnings for the beams that the compressive axial stress in member exceed 0.08fck. What is the solution for that i have got lot of warnings regarding this. Please suggest me Thanks & Regards, Anirudh
  • No member loaded for floor load generation?

    Sir I have modelled and applied the loads in the staad interface the loads are applying but after the analysis in the output I'm getting warning that no member is loaded for the floor load generation! I have thoroughly checked the duplicate nodes,orphan…
  • PLATE STRESS AND CUTTING LINE DIAGRAM IN MIDAS GEN

    Dear Bentley members, I have tried Plate model in Midas Gen and staad pro, In Midas there was one option called Cutting line diagram for understanding the Plate bending diagram, Similarly is there any tool in Staad pro?. Or any method for understanding…
  • Model for Cable Supporting Lateral Point Loads

    I am performing analysis for a cable system as shown in the sketch below. The cable runs through holes in vertical posts, and is anchored at the same elevation as the base of the post. I divided the horizontal section of the cable into two sections…
  • how to connect beam to column

    how to connect beam to column. column size is 4m x .850m, baem size 0.750m x 0.400m. see the attach file image. Yellow line is the column. .
  • Design of Solid slab (Conventional slabs)

    Hello Everyone For a while, I was using an Advanced Concrete Design (RCDC) for the design of a solid slab. Today I tried to learn the RAM concept for the slab designs but I saw a design of strips that had never seen before (When I was using RCDC and…
  • Dummy beam

    Hello Everyone. I create a dummy beam with density=0 and E=0 (Figure.1) then I assign the beam (Figure.2) then Staad Error occurs( ***ERROR*** MATERIAL NAME MUST NOT CONTAIN ANY BLANK SPACE )(Figure.3), What is the solution?
  • moment diagram

    Dear sir, As per the attached file when i check the moment diagram for secondary beams 356*171*45 .staad showing as these beams are pinned and in my model,I am considering them as a fixed .Why moment is not coming at the end nodes? roof.std …
  • RCDC Detailing Failure

    How to rectify this failure known as 'Detailing failure' in RCDC
  • MOMENT DISTRIBUTION IN STAAD Pro FOR PARTIALLY RELEASED BEAMS

    How does Moment distribution and release for beams work in STAAD Pro ? While designing Secondary Beams, I’m generally releasing the moments MX, MY, MZ to a 100% at their ends. If I keep the ends fixed, I get a hogging moment say ‘ X ’ kN-m at the…
  • Modelling of connection between tunnel lining

    Hi everyone, I am modelling concrete tunnel rings with an opening. The rings are connected by shear dowels that supposed to have a shear capacity up to 300kN. I have a few questions regarding the modelling technique of this structure. I have modelled…
  • stresses in a steel plate

    Dear sir, Why staad pro showing the stresses value for steel plate too low?LOad is applied at the middle of the centre of the plate.so yielding will be more at centre point.I also did not understand the stress distribution for boh plates it is not same…
  • Mton/Cm to Kn/m

    How do I change Mton/Cm to Kn/m