Ive analysed and designed the building and Ive taken # loads 1. Dead 2. Live 3. earthquake.
My structure is getting failed, please check and help me with the solution.
Thank you!!communities.bentley.com/.../Dabeerpura-G_2B00_5-residential-Building.std
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Residential Building Design G+5 Need suggestions
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RAM Beam Shear Reinforcement Output in Slab Span Direction
Hi,
I've come across this particular issue a number of times but have never had RAM specify this much shear reinforcement before - see snapshots below. This is a one-way slab and band beam system so wouldn't be expecting shear ties in the beam like this. CS torsion design is set to wood-armer and CS design system is one-way slab. Any advice on this would be greatly appreciated and let me know if you need more information.
Thanks
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Lateral Torsional Bracing
I am using RAM Elements and add lateral torsional bracing and positive flange bracing causes the stress ratio due to torsion to skyrocket (from 0.93 to 427000). Shouldn't the bracing restrict the torsional forces? Have I modeled something incorrectly?
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Members fail in Ductile design (Special moment frame)
good day sir's, i would just like to ask for opinions and solutions. my beams and columns failed in ductile design (special frame) but passes if i uncheck the ductile design.. i wonder why it fails,, i tried to resize the members and adjust concrete and rebar grade and still fails. please advice. thank you.communities.bentley.com/.../EJC.STD
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Crack Width Calculation Refer BS8110
Hi, just wonder if the crack width will be controlled by changing the environment option? Why even choose the crack with the limit to 0.1mm, but the allowable crack width still remain 0.3mm? For those crack widths that exceed 0.1mm, will RAM Concept took consideration of the exceeded crack width by adding reinforcement?
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About constructing repeat load cases by using OpenSTAAD VBA macro
I would like to creating Repeat Load on STAAD from excel table of load combination by using OpenSTAAD API (VBA macro).
Primary Load cases had been set as below figure:
I have been trying to OpenSTAAD function called as "AddRepeatLoad" to create new repeat load cases by utilizing above primary load cases.
I followed that AddRepeatLoad function have two parameters (variant arrays) as per URL : https://communities.bentley.com/products/ram-staad/w/structural_analysis_and_design__wiki/11976/add-repeat-load
First, I tried to simple case.
For example, I'd like to create new repeat load (ID no. 15) which consist of no.1 * 1.2 + no.2 * 1.6 + no.3 * 1.4.
What I expected new repeat load is:
15 : 101(Repeat Load)
1.2DL + 1.6LL1 + 1.4LL2
Then, hereafter is my VBA code is:
>>> objOpenSTAAD.Load.CreateNewPrimaryLoadEx 101, 22
>>> Dim a As Variant
>>> Dim b As Variant
>>> a = Array(1, 2, 3)
>>> b = Array(1.2, 1.6, 1.4)
>>> objOpenSTAAD.Load.AddRepeatLoad a, b
However, this codes don't operate well that I expected.
Repeat Load content have no any factor and no any load element, moreover, it seems that location of repeat load case may be randomize as below figure. (I have tried a lot of times.)
How can use AddRepeatLoad function well?
Please inform me and thanks in advance.
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Rcdc
How does rcdc calculate Anchorage length in beams based on British standard?
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DA Tilt-Up Tools
Hi Team,
Please tell me how to use this sheet properly. As I am facing trouble while using it.
If you have some set of instruction of RAM model before inserting model into this macro.
I have attached one of my repetitive error showing by this macro.
Thanks & regards,
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Staad rcdc Calculation of Concrete Column Moment Capacity.
Hi hello Good day,
I want to ask , regarding rcdc calculation in column design, where interaction is is drawn. In the tabulated
It is shown there the moment, resultant load angle, moment along y moment along x, the capacity ratio. The only thing i dont understand from there is,
How did rcdc calculate the moment capacity... I mark red the values in question Thank you for your advise..
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AUTO COMBINATION RULES
How do I rename or edit the title of the Category of Auto Combination Rules in STADD.Pro Connect Edition 22?
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STAAD FOUNDATION: Does Punching shear load included footing selfweight?
Hi, This is the first time that I have a chance to create my topic.
I have a question about the punching shear load calculation in isolated footing example
In this case is us-general-combined-foundation-2-ACI-318-14-English example file.
Information: DL = 200 kips, Footing weight = 24.65 kips, Footing dimension 10.167 ft x 10.167 ft x 1.50 ft concrete unit weight 0.16 kip/ft3
Calculate Service bearing pressure = 2.1735 ksf
Calculate Ultimate bearing pressure (included self weight of footing) = ((1.4x200)+24.65)/10.167x10.167 = 2.9472 ksf
Tributary area = (10.167x10.167) - (2.27x2.27) = 98.276 ft2
Generated Punching shear force = (1.4DL/Area footing)*Tributary area = (1.4x200/10.167x10.167)*98.276 = 266.207 ksf
But it seem punching shear force was calculated from ultimate bearing pressure (which did not include footing self weight)
Does Punching shear force sholud be = 2.9472x98.276 = 289.639 kips ? (This included footing weight)
Please correct me if I am wrong.
Thank you in advance.
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Can anyone plz me help for this chimney design?
Attaching staad file with thiscommunities.bentley.com/.../Chimney-Design.STD
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Can anyone please help me for chimney design as I have theorotical data ...
Attaching word file and staad file also .Necommunities.bentley.com/.../7608.Chimney-Design.STDcommunities.bentley.com/.../2.4_5F00_-Design-of-Chimney-Example_2D00_2_2D00_converted.docxed to match results from word file.
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Concrete walls in RAM SS, import to RAM Concrete
I am tasked with modeling and studying an existing concrete structure, with concrete walls on the periphery (supported by continuous footing) with concrete pilasters (supported by spread footing). The wall supports concrete beams and concrete slab. See the picture below. I have a couple of questions before I start modeling:
1) I am thinking of modeling this in RAM Structural system, applying the loads, running RAM concrete module to study beams & columns and then importing the model into RAM Concept to study walls, slab and footing. Is this a right way of approaching this? Or should I get the loads back to RAM Foundation module to study it? Or should the whole model be studied in RAM concept ?(beams, cols, walls, slab, footing)? If so, can I still model it in RAM SS and import it into RAM Concept?
2). The structure supports a steel super structure, which may be incorporated at a later stage into the model. So, Is RAM SS -> RAM concept a right approach?
3). Any suggestions or heads-up regarding this venture is highly appreciated!
Thank You!
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STAAD Connection Design - Report showing some interface loads as "NaN"
I'm trying to check a gusset plate connection at a brace/column/base plate and the first portion of the report "Interface between Gusset - Top Left brace" is showing the loads for all load cases as "NaN". I know this means "not a number" but this shouldn't be the case. The other portions of the report for the column/gusset interface, column/ base plate and base plate/gusset interface all have load values for each load case.
This is my first time using STAAD connection design so I'm not sure what the problem is.
What have I done wrong???
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Concrete user defined I section Design
Using basic STAAD.Pro CONNECT Edition V22 Update 6.
Have modelled user defined concrete I section. Want to design by BS/Euro concrete code by considering only the main bars. No shear link. Is this design possible in Staad Pro?
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 30-Apr-21
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 6.50001 0;
MEMBER INCIDENCES
1 1 2;
START USER TABLE
TABLE 1
UNIT METER KN
TABLE 2
UNIT METER KN
WIDE FLANGE
ISECTION
0.0076 0.1 0.06 0.1 0.02 7.61333e-06 4.41333e-06 4.85333e-06 0.006 -
0.00266667 0.1 0.02
END
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17184e+07
POISSON 0.17
DENSITY 23.5615
ALPHA 5.5e-06
DAMP 0.05
G 9.28137e+06
TYPE CONCRETE
STRENGTH FCU 27578.9
END DEFINE MATERIAL
MEMBER PROPERTY
1 UPTABLE 2 ISECTION
CONSTANTS
MATERIAL CONCRETE ALL
SUPPORTS
1 FIXED
DEFINE WIND LOAD
TYPE 1 WIND 1
INT 1.08 HEIG 10
LOAD 1 LOADTYPE Dead TITLE DEAD LOAD
SELFWEIGHT Y -1
JOINT LOAD
2 FY -0.54
LOAD 2 LOADTYPE Wind TITLE WL IN X
JOINT LOAD
2 FX 0.165
WIND LOAD X 2 TYPE 1 OPEN
LOAD 3 LOADTYPE Wind TITLE WL IN Z
JOINT LOAD
2 FZ 0.3
WIND LOAD Z 2 TYPE 1 OPEN
LOAD COMB 4 COMBINATION LOAD CASE 4
1 1.5 2 1.5
LOAD COMB 5 COMBINATION LOAD CASE 5
1 1.5 3 1.5
LOAD COMB 6 COMBINATION LOAD CASE 6
1 1.0 2 1.0
LOAD COMB 7 COMBINATION LOAD CASE 7
1 1.0 3 1.0
PDELTA 5 ANALYSIS SMALLDELTA PRINT STATICS LOAD
START CONCRETE DESIGN
CODE BS8007
CLEAR 0.025 ALL
FC 40000 ALL
FYMAIN 410000 ALL
DESIGN COLUMN 1
END CONCRETE DESIGN
FINISH
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Masonry arch bridge design in STAAD.Pro using plates
Hi,
I have modelled an arch bridge in STAAD.Pro. I used 2D plates to model the bridge. Supports are pinned. The bridge is masonry, and it should not have any bending moments in the arch section. All axial stress should be compressive. I get all the axial stress as compressive. But I get bending moment in the planar elements. Being a masonry arch bridge, bending moment should not occur. The bridge is 5 ring brick masonry arch. approximate height is 2.5m from spring point and 9 m wide between spring points.
If I try to release the MY of the plates at all continuous nodes, it gives instability. Y direction is the local direction of the plates along the span of the bridge.
Can you please suggest how can I make the moments in the arch to zero or how can I model compressive only plates in the arch
Thanks in advance
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Slab is missing
I can't find any overlapped beams in my model but a slab was missing. please helpcommunities.bentley.com/.../ESEP_5F00_SUPERSTRUCTURE.STD
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Revit 22 ISM
Is the current ISM Revit Plug-in compatible with Revit 22? If not, is there an expected date for it's release?
Thanks,
Ryan
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Clr cover in RAM Concrete
In RAM Concrete, I assigned 0.5" as clear cover in Criteria->Beam design tab. However, after the design is run, the beam design results display that the assumed clr. cover = 1.5" for both bottom and side. Can anyone please explain why my defined clr. cover is being overridden?
I appreciate your assistance! Thank You!
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