i just want to check if possible to model in finite element beam with steel fiber content as per test standard BS EN14651, need to check the residual stress.
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it is possible to model a simple beam with steel fiber content? what should be the correct procedure modelling in this?
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suspension bridge
is it possible to analyse a suspension bridge in staad pro.?
if we can,how can i analyse "PUNALUR SUSPENSION BRIDGE", location -kerala,india
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Error mesage
Error mesage "Access violation at address 00408670 in module "RAMElements.exe". Read of address ADC09803", what that means? It is happening when ask for concrete design report output.
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RAM Concept Compression only wall effect
Hi there,
I'm hoping this will upload correctly, if so please find related model attached, with which I have a couple of questions.
1. My first question is in regards to large reinforcement it places directly adjacent to the inner triangle of walls. There are cores that actually exist in the centre of the slab where there is a large void. Initially I got huge reo (say 200 N16 bars) around the inner perimeter. For the most part it was due to clause 9.4.2 and some was concerning 8.1.5. (both these clauses seem to be the popular reason for reo).
Conceptually I thought this was due to the slab being restricted free "sliding" movement by the inner perimeter walls. I hadn't yet correctly unticked the shear wall box in wall properties to allow the slab above to slide. So I unticked the box to have compression only wall (ie conceptually a roller support?).
However this did not have the effect I intuitively thought. It actually increased the reo outputted around the inner perimeter of walls? The solution to getting rid of the error reo in the end involved decreasing the number of strands in the tendons around the inner perimeter walls?
Why would turning it into a compression only wall do this?
2. The second question relates to clause 8.1.6.1 "minimum strength requirements". It is currently the cause for a lot of the remaining reo in my model which I need to get rid of (it is expected that I only have reo around the perimeters and edges, none running the same span as the tendons, which I have a little of at the moment).
It reads Muo.min = 1.2[Z(fct.f + Pe / Ag) + Pe] and says the ultimate strength in bending shall not be less than Muo.min.
And Muo = prestress tensile force x depth prestress + steel tensile force x tension steel depth - concrete compressive force x depth concrete - steel compressive force x compression steel depth
So keeping Z, fct.f, Ag and e (not changing tendon profile) constant, but changing number of strands per tendon, say increase;
increasing strands increases Muomin but also Muo. Obviously at different rates. My question is for the most part, is clause 8.1.6.1 an indicator of not enough strands/tendons?
3.Final question is whether you'd have any general comments about the model. Trimming wasn't a big issue due to the plate nature of the slab but I'm curious to get expert opinions on the general style of it.
thanks a lot in advance
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Period and Mass participation of the building in RAM SS
Hi,
I've currently modelled a 22 story building and period of the structure doesn't look right (I'm getting over 3 s for the first natural period, while I would expect around 1.5 s).
Also, I can't find any mode with mass participation over 90% (all of them are less than 50%).
(file uploaded)
Please advise.
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Ram Elements concrete wall slenderness
Hi:
Does Ram Elements concrete wall module consider slenderness effects? If so, which ACI procedure is used?
I see from the Help menu that the tilt-up wall module uses ACI section 14.8: alternative design of slender walls. Is this true for the concrete wall module also? This procedure has some limitations (simple span wall, low axial load) which my wall does not satisfy. Is the wall module capable of performing moment magnification per chapter 10 similar to the column module?
Thank you in advance!
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Design Run Error
See attached bug report file.(Please visit the site to view this file)
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Expansion Joints in Rigid diaphragms RAM Structural System
Hello everyone, I am modeling a 3 storey concrete building with moment frames in both directions and rigid diaphragms. There are 3 expansion joints on each floor. How do I model the diaphragms such that the expansion joint is accounted for? (i.e. capable to transfer vertical load but unable to transfer horizontal forces). Please, let me know if there's a specific command or if there's a way to trick the program. Thank you.
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Moving load application...
I am analyzing bridge loop in STAAD Pro, I wanted to assign moving load in circular direction with change in elevation.
Is it possible to assign moving load in circular direction and with change in elevation?
Manish Naik
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Is it possible to assign a different fy to horizontal reinforcement in RAM Concrete Shearwall module?
I'd like to assign fy=75ksi to vertical reinforcing and fy= 60ksi to horizontal reinforcing in my concrete shearwalls. It doesn't appear that fy can be changed in the RAM Concrete Module, and the RAM Modeler does not appear to provide any option (that I can find) to assign fy to horizontal reinforcing. How can I assign fy for horizontal reinforcement?
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lattice truss analysis
Hello friends, I am having problem designing lattice truss in staad. Since i am new to steel design , I want to cross check my structure and all missing parameters to be considered as per IS 800. thank you in advance
(Please visit the site to view this file)
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American Section Name in metric format
Hello,
Is there any option by which we can use American section name as per metric format.
For example Instead of W6X15 can we provide name as W150x22.5
Thanks,
Sandeep
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STAAD FOUNDATION ADVANCED -Service vs Ultimate
After sizing a footing for bearing, sliding and overturning due to service loads, the next step is to design the steel reinforcing of the footing based on ultimate (factored) loads. Once I increase the loads from service to factored (based on the factored load combinations) the software wants to resize the footing to a larger size to compensate for the increased factored loads or else the design function produces an error and does not provide any output. How can the program be used to avoid checking for sliding and overturning so the reinforcing can be designed for ultimate loads?
If the footing size is increased to account for factored loads for bearing then the foundations will be unnecessarily too large.
Thanks for any input.
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Design capacities not showing in results
The program is not displaying the design moment capacities (MNZ and MNY )for steel members. Some bracing members are showing no compressive (PNC) strength as well.
This problem started after our software was updated to 20.07.11.45.
(Please visit the site to view this file)
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Microstran - importing files from SPACEGASS
I've got a large model that's been drawn up in SPACEGASS. Our office is moving from a SPACEGASS license to Microstran, since it's included in our Bentley license.
Is there any way of importing the model into MICROSTRAN? The manual provided in the help toolbar gives no information on the issue.
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Temperature load in STAAD (Thermal load of steel )
Dear Engineers,
Im analysing a steel structure where I have to apply thermal load. below are the datas.
- Max. Temp 45 deg Celsius
- Min.Temp -35 deg Celsius
- Site Average maximum temperature : 36°C
- Site Average minimum temperature : -22°C
In STAAD we have below 3 things in the input cell. How to calculate this from the above input.
Temperature Change for Axial Elongation
Temperature Differential from Top to Bottom
Temperature Differential from side to side
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Design of Model which incorporates shear walls and columns without beams (flat slab flooring system).
I am currently modelling an existing structure that has both shear walls and columns (not boundary elements) without beams (flat slab). How best can this system be modeled in Staad, taking into consideration the distribution of gravity and lateral loads on both structural systems?
(NB: The staad editor description is as follows)
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 27-Jan-16
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 6.98 0 0; 3 13.96 0 0; 4 20.94 0 0; 5 27.92 0 0; 6 34.9 0 0;
7 41.88 0 0; 8 41.88 0 6.94; 9 34.9 0 6.94; 10 27.92 0 6.94; 11 20.94 0 6.94;
12 13.96 0 6.94; 13 6.98 0 6.94; 14 0 0 6.94; 15 0 0 -1.7; 16 6.98 0 -1.7;
17 13.96 0 -1.7; 18 20.94 0 -1.7; 19 27.92 0 -1.7; 20 34.9 0 -1.7;
21 41.88 0 -1.7; 22 -0.56 0 -0.32; 26 3.61 0 -0.32; 27 10.59 0 -0.32;
28 17.57 0 -0.32; 29 24.55 0 -0.32; 30 31.53 0 -0.32; 31 38.51 0 -0.32;
32 -0.56 0 3.47; 34 3.61 0 7.26; 35 10.59 0 7.26; 36 17.57 0 7.26;
37 24.55 0 7.26; 38 31.53 0 7.26; 39 38.51 0 7.26; 40 0 0 9.42; 41 3.55 0 9.42;
42 7.1 0 9.42; 43 10.65 0 9.42; 44 14.2 0 9.42; 45 17.75 0 9.42;
46 21.3 0 9.42; 47 24.85 0 9.42; 48 28.4 0 9.42; 49 31.95 0 9.42;
50 35.5 0 9.42; 51 39.05 0 9.42; 52 41.88 0 9.42; 53 42.48 0 3.47;
55 42.48 0 -0.32; 60 0 4.07 0; 61 6.98 4.07 0; 62 13.96 4.07 0;
63 20.94 4.07 0; 64 27.92 4.07 0; 65 34.9 4.07 0; 66 41.88 4.07 0;
67 41.88 4.07 6.94; 68 34.9 4.07 6.94; 69 27.92 4.07 6.94; 70 20.94 4.07 6.94;
71 13.96 4.07 6.94; 72 6.98 4.07 6.94; 73 0 4.07 6.94; 74 0 4.07 -1.7;
75 6.98 4.07 -1.7; 76 13.96 4.07 -1.7; 77 20.94 4.07 -1.7; 78 27.92 4.07 -1.7;
79 34.9 4.07 -1.7; 80 41.88 4.07 -1.7; 81 -0.56 4.07 -0.32; 84 3.61 4.07 -0.32;
85 10.59 4.07 -0.32; 86 17.57 4.07 -0.32; 87 24.55 4.07 -0.32;
88 31.53 4.07 -0.32; 89 38.51 4.07 -0.32; 90 -0.56 4.07 3.47;
92 3.61 4.07 7.26; 93 10.59 4.07 7.26; 94 17.57 4.07 7.26; 95 24.55 4.07 7.26;
96 31.53 4.07 7.26; 97 38.51 4.07 7.26; 98 0 4.07 9.42; 99 3.55 4.07 9.42;
100 7.1 4.07 9.42; 101 10.65 4.07 9.42; 102 14.2 4.07 9.42;
103 17.75 4.07 9.42; 104 21.3 4.07 9.42; 105 24.85 4.07 9.42;
106 28.4 4.07 9.42; 107 31.95 4.07 9.42; 108 35.5 4.07 9.42;
109 39.05 4.07 9.42; 110 41.88 4.07 9.42; 111 42.48 4.07 3.47;
113 42.48 4.07 -0.32; 118 -0.56 0 7.26; 119 42.48 0 7.26; 120 -0.56 4.07 7.26;
121 42.48 4.07 7.26; 122 -0.56 6.97 -0.32; 123 3.61 6.97 -0.32;
124 10.59 6.97 -0.32; 125 17.57 6.97 -0.32; 126 24.55 6.97 -0.32;
127 31.53 6.97 -0.32; 128 38.51 6.97 -0.32; 129 3.61 6.97 7.26;
130 10.59 6.97 7.26; 131 17.57 6.97 7.26; 132 24.55 6.97 7.26;
133 31.53 6.97 7.26; 134 38.51 6.97 7.26; 135 0 6.97 9.42; 136 3.55 6.97 9.42;
137 7.1 6.97 9.42; 138 10.65 6.97 9.42; 139 14.2 6.97 9.42;
140 17.75 6.97 9.42; 141 21.3 6.97 9.42; 142 24.85 6.97 9.42;
143 28.4 6.97 9.42; 144 31.95 6.97 9.42; 145 35.5 6.97 9.42;
146 39.05 6.97 9.42; 147 41.88 6.97 9.42; 148 42.48 6.97 -0.32;
149 -0.56 6.97 9.42; 150 42.48 6.97 9.42; 151 -0.56 6.97 7.26;
152 42.48 6.97 7.26; 153 -0.56 4.07 9.42; 154 42.48 4.07 9.42;
MEMBER INCIDENCES
407 22 81; 410 26 84; 411 27 85; 412 28 86; 413 29 87; 414 30 88; 415 31 89;
416 32 90; 418 34 92; 419 35 93; 420 36 94; 421 37 95; 422 38 96; 423 39 97;
424 40 98; 425 41 99; 426 42 100; 427 43 101; 428 44 102; 429 45 103;
430 46 104; 431 47 105; 432 48 106; 433 49 107; 434 50 108; 435 51 109;
436 52 110; 437 53 111; 439 55 113; 522 118 120; 523 119 121; 530 81 122;
531 84 123; 532 85 124; 533 86 125; 534 87 126; 535 88 127; 536 89 128;
537 92 129; 538 93 130; 539 94 131; 540 95 132; 541 96 133; 542 97 134;
543 98 135; 544 99 136; 545 100 137; 546 101 138; 547 102 139; 548 103 140;
549 104 141; 550 105 142; 551 106 143; 552 107 144; 553 108 145; 554 109 146;
555 110 147; 556 113 148; 559 120 151; 560 121 152;
ELEMENT INCIDENCES SHELL
595 122 123 129 151; 596 123 124 130 129; 597 124 125 131 130;
598 125 126 132 131; 599 126 127 133 132; 600 127 128 134 133;
601 128 148 152 134; 602 151 149 136 129; 603 129 136 138 130;
604 138 140 131 130; 605 131 140 142 132; 606 132 142 144 133;
607 133 144 146 134; 608 134 146 150 152; 609 81 84 92 120; 610 84 85 93 92;
611 85 86 94 93; 612 86 87 95 94; 613 87 88 96 95; 614 88 89 97 96;
615 89 113 121 97; 616 120 153 99 92; 617 92 99 101 93; 618 101 103 94 93;
619 94 103 105 95; 620 95 105 107 96; 621 96 107 109 97; 622 97 109 154 121;
SURFACE INCIDENCE
14 73 60 1 SURFACE 1
60 61 2 1 SURFACE 2
61 62 3 2 SURFACE 3
62 63 4 3 SURFACE 4
63 64 5 4 SURFACE 5
64 65 6 5 SURFACE 6
65 66 7 6 SURFACE 7
14 13 72 73 SURFACE 8
72 13 12 71 SURFACE 9
12 11 70 71 SURFACE 10
11 10 69 70 SURFACE 11
10 69 68 9 SURFACE 12
9 68 67 8 SURFACE 13
8 7 66 67 SURFACE 14
60 74 15 1 SURFACE 15
61 75 16 2 SURFACE 16
3 17 76 62 SURFACE 17
4 18 77 63 SURFACE 18
5 19 78 64 SURFACE 19
6 20 79 65 SURFACE 20
7 21 80 66 SURFACE 21
ELEMENT PROPERTY
595 TO 622 THICKNESS 0.2
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17185e+007
POISSON 0.17
DENSITY 23.5616
ALPHA 1e-005
DAMP 0.05
TYPE CONCRETE
STRENGTH FCU 27579
END DEFINE MATERIAL
SURFACE PROPERTY
1 TO 21 THICKNESS 0.25
SURFACE CONSTANTS
MATERIAL CONCRETE ALL
MEMBER PROPERTY AMERICAN
407 410 TO 416 418 TO 423 437 439 522 523 530 TO 542 556 559 -
560 PRIS YD 0.38 ZD 0.26
424 TO 436 543 TO 555 PRIS YD 0.1
CONSTANTS
MATERIAL CONCRETE ALL
SUPPORTS
1 TO 22 26 TO 32 34 TO 53 55 118 119 FIXED
MEMBER CRACKED
407 410 TO 416 418 TO 437 439 522 523 530 TO 556 559 -
560 REDUCTION RAX 0.700000 RIX 0.700000 RIY 0.700000 RIZ 0.700000
SLAVE RIGID MASTER 150 JOINT 122 TO 149 151 152
SLAVE RIGID MASTER 154 JOINT 60 TO 81 84 TO 90 92 TO 111 113 120 121 153
DEFINE IBC 2012
SS 0.7 S1 0.2 I 1.5 RX 3 RZ 3 SCLASS 4 CT 0.0466 PX 0.234 PZ 0.234 TL 12 -
FA 1.24 FV 2 K 0.9
SELFWEIGHT 1
ELEMENT WEIGHT
595 TO 622 PRESSURE -1
LOAD 1 LOADTYPE Seismic TITLE EQ +X
IBC LOAD X 1
PDELTA ANALYSIS SMALLDELTA PRINT LOAD DATA
CHANGE
LOAD 2 LOADTYPE Seismic TITLE EQ -X
IBC LOAD X -1
PDELTA ANALYSIS SMALLDELTA PRINT LOAD DATA
CHANGE
LOAD 3 LOADTYPE Seismic TITLE EQ +Z
IBC LOAD Z 1
PDELTA ANALYSIS SMALLDELTA PRINT LOAD DATA
CHANGE
LOAD 4 LOADTYPE Seismic TITLE EQ -Z
IBC LOAD Z -1
PDELTA ANALYSIS SMALLDELTA PRINT LOAD DATA
CHANGE
LOAD 5 LOADTYPE Dead TITLE DEAD LOAD
SELFWEIGHT Y -1
SSELFWT Y -1 ALL
PDELTA ANALYSIS SMALLDELTA PRINT LOAD DATA
CHANGE
LOAD 6 LOADTYPE Dead TITLE LIVE LOAD
ELEMENT LOAD
595 TO 622 PR -1
PDELTA ANALYSIS SMALLDELTA PRINT LOAD DATA
CHANGE
LOAD 7 LOADTYPE None TITLE 1.4 DL
REPEAT LOAD
5 1.4
LOAD 8 LOADTYPE None TITLE 1.2 DL + 1.6 LL
REPEAT LOAD
5 1.2 6 1.6
LOAD 9 LOADTYPE None TITLE 1.2DL + 0.5LL + 1 EQ+X
REPEAT LOAD
1 1.0 5 1.2 6 0.5
LOAD 10 LOADTYPE None TITLE 1.2DL + 0.5LL + 1 EQ-X
REPEAT LOAD
2 1.0 5 1.2 6 0.5
LOAD 11 LOADTYPE None TITLE 1.2DL + 0.5LL + 1 EQ+Z
REPEAT LOAD
3 1.0 5 1.2 6 0.5
LOAD 12 LOADTYPE None TITLE 1.2DL + 0.5LL + 1 EQ-Z
REPEAT LOAD
4 1.0 5 1.2 6 0.5
LOAD 13 LOADTYPE None TITLE 0.9DL + 1 EQ+X
REPEAT LOAD
1 1.0 5 0.9
LOAD 14 LOADTYPE None TITLE 0.9DL + 1 EQ-X
REPEAT LOAD
2 1.0 5 0.9
LOAD 15 LOADTYPE None TITLE 0.9DL + 1 EQ+Z
REPEAT LOAD
3 1.0 5 0.9
LOAD 16 LOADTYPE None TITLE 0.9DL + 1 EQ-Z
REPEAT LOAD
4 1.0 5 0.9
PDELTA 30 ANALYSIS SMALLDELTA
CHANGE
PERFORM ANALYSIS PRINT ALL
FINISH
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Tapered Reinforced Concrete Beam
Hello everyone, Can tapered (variable depth) reinforced concrete beams be modeled in Staad pro? I have noticed when creating my model the member properties only offered the option of tapered I and tube sections, which are not applicable in my case.
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Principles of Structural Analysis—Static and Dynamic Loads by kris sathia
hi kris ,
i have purchased your book and really it is a great resources .
in the note from the author section , you have mentioned that "This book, which is part 2 of a 3-part set"
also it is mentioned under organisation of subject matter
when is part 1 & part 3 are going to be published .??? cause while reading your book, at certain location of the content you have referred the part 1 to be referred . i dont remember exactly .
please do reply.
thanks and regards
Alex
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Compatibility between STAAD Select Series 4 and 5
Hi,
I have a model which I created in STAAD SS4. I then had my machine updated to SS5 due to a licencing problem with SS4. I was led to believe that SS4 and SS5 were fully compatible with one another.
I don't believe this is the case, and wanted to ask if my problem is a known error in the software or if I am missing something obvious!
With the original model in SS4 I had extracted corner stresses from several locations. I took these and used them in my design calculations as normal. Later, after my copy of STAAD was updated to SS5, I had to go back into the model to make a modification. As I had done before, I extracted the corner stresses. However, this time the lower flange (of a standard UB section) did not report the corner stresses at the correct locations. I cannot understand why.
Screenshot of model in STAAD SS4
Screenshor showing the same model analysed in STAAD SS5
This error appears to affect all models created in SS4 and then re-analysed in SS5.
I only noticed this error after manually swithching on the labels in the graphical display. Had I not done this I would have made a serious error as the software gave every indication that it was providing the 'corner' stresses.
Is this a known issue?
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