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Sat, 11 Aug 2018 05:41:56 GMT

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Please do check my design (steel design parameters specially)

Mohd Faraz — Sat, 11 Aug 2018 05:41:55 GMT

Dear sir,

Greetings!!

Please help me out from this as i am design a peb structure in staad pro its showing fail on 16 mm of web and flange thickness, but my seniors are saying (as per their experience basis only) that the column and rafter will be only on 8 mm web and 10 mm flanges, how its possible

please help me out and please check my model and make my correct my mistake in the design !!

and specially please check the parameters "Ly, Lz, UNT & UNB

thanks in advance !!

STAAD PLANE
START JOB INFORMATION
ENGINEER DATE 09-Aug-18
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 10 0; 3 50.3 0 0; 4 50.3 10 0; 6 25.15 14.7 0; 7 6.2875 11.175 0;
8 12.575 12.35 0; 9 18.8625 13.525 0; 10 31.4375 13.525 0; 11 37.725 12.35 0;
12 44.0125 11.175 0;
MEMBER INCIDENCES
1 1 2; 4 3 4; 5 2 7; 6 6 10; 7 7 8; 8 8 9; 9 9 6; 10 10 11; 11 11 12; 12 12 4;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+008
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-005
DAMP 0.03
TYPE STEEL
STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 4 TAPERED 0.7 0.016 0.7 0.25 0.025 0.25 0.025
5 6 TAPERED 0.8 0.016 0.6 0.25 0.016 0.25 0.016
7 8 10 11 TAPERED 0.6 0.016 0.6 0.25 0.016 0.25 0.016
9 12 TAPERED 0.6 0.016 0.8 0.25 0.016 0.25 0.016
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 3 PINNED
DEFINE 1893 LOAD
ZONE 0.24 RF 4 I 1 SS 2 ST 1 DM 2
SELFWEIGHT 1
MEMBER WEIGHT
1 4 TO 12 UNI 0.87
LOAD 1 LOADTYPE Seismic TITLE eq
1893 LOAD X 1
LOAD 2 LOADTYPE Dead TITLE d.l
SELFWEIGHT Y -1 LIST ALL
MEMBER LOAD
1 4 TO 12 UNI GY -0.87
LOAD 3 LOADTYPE Wind TITLE wl 1
MEMBER LOAD
1 UNI GX 7.3
5 7 TO 9 UNI Y 5.68
6 10 TO 12 UNI Y 3.24
LOAD 4 LOADTYPE Wind TITLE wl 2
MEMBER LOAD
1 UNI GX 4.06
5 7 TO 9 UNI Y 8.921
6 10 TO 12 UNI Y 6.49
4 UNI GX 3.24
LOAD 5 LOADTYPE Wind TITLE wl3
MEMBER LOAD
1 UNI GX -5.68
5 7 TO 9 UNI Y 8.92
6 10 TO 12 UNI Y 6.49
4 UNI GX 5.68
LOAD 6 LOADTYPE Wind TITLE wl4
MEMBER LOAD
1 UNI GX -2.43
5 7 TO 9 UNI Y 5.68
6 10 TO 12 UNI Y 3.24
LOAD COMB 7 Generated AISC GENERAL 1
2 1.0
LOAD COMB 8 Generated AISC GENERAL 2
2 1.0 3 1.0
LOAD COMB 9 Generated AISC GENERAL 3
2 1.0 4 1.0
LOAD COMB 10 Generated AISC GENERAL 4
2 1.0 5 1.0
LOAD COMB 11 Generated AISC GENERAL 5
2 1.0 6 1.0
LOAD COMB 12 Generated AISC GENERAL 6
2 1.0 1 0.7
LOAD COMB 13 Generated AISC GENERAL 7
2 1.0 1 -0.7
LOAD COMB 14 Generated AISC GENERAL 8
2 1.0 3 0.75
LOAD COMB 15 Generated AISC GENERAL 9
2 1.0 4 0.75
LOAD COMB 16 Generated AISC GENERAL 10
2 1.0 5 0.75
LOAD COMB 17 Generated AISC GENERAL 11
2 1.0 6 0.75
LOAD COMB 18 Generated AISC GENERAL 12
2 1.0 1 0.525
LOAD COMB 19 Generated AISC GENERAL 13
2 1.0 1 -0.525
LOAD COMB 20 Generated AISC GENERAL 14
2 0.6 3 1.0
LOAD COMB 21 Generated AISC GENERAL 15
2 0.6 4 1.0
LOAD COMB 22 Generated AISC GENERAL 16
2 0.6 5 1.0
LOAD COMB 23 Generated AISC GENERAL 17
2 0.6 6 1.0
LOAD COMB 24 Generated AISC GENERAL 18
2 0.6 1 0.7
LOAD COMB 25 Generated AISC GENERAL 19
2 0.6 1 -0.7
PERFORM ANALYSIS PRINT ALL
PARAMETER 1
CODE AISC
FYLD 250000 ALL
LY 1.5 MEMB 5 TO 12
LZ 50.3 MEMB 5 TO 12
UNB 1.5 MEMB 5 TO 12
UNT 1.5 MEMB 5 TO 12
CHECK CODE ALL
PARAMETER 2
CODE AISC
STEEL MEMBER TAKE OFF LIST ALL
FINISH

STAIRCASE BEAMS IN MODEL

dinesh s — Tue, 10 May 2016 04:42:21 GMT

HI FRIENDS I AM ANALYZING A STILT+4 RESIDENTIAL BUILDING AS PER "IS CODE". I USE TO BREAK MY COLUMNS AROUND STAIRCASE IN LEVEL OF MID-LANDING & ALSO IN FLOOR LEVEL ONLY IF SLAB CONTINUES IN FLOOR LVL.COZ I USE TO CALCULATE STAIRCASE LOAD AND APPLY IT IN MID LANDING BEAM.

I WAS ADVISED BY MY COLLEAGUE NOT TO BREAK COLUMN IN MID-LANDING LEVEL, SINCE IT MAKE THE COLUMN TO BEHAVE AS SHORT COLUMN.

KINDLY GUIDE ME WITH PROPER WAY TO ADD STAIRCASE & ITS LOAD TO THE MODEL.

Can anyone provide me the slab design .std file, so i can design my own model's slab?

Mohd Faraz — Sat, 06 May 2017 14:05:04 GMT

Dear All,

Greetings & thanks in advance

actually i properly knows all the command to model and design a concrete slab, the main thing what i am looking for is the use of the commands and data

thats why i need a model of slab design of a real project, so with the help of that i can i design my own projetc's slab

please provide me the model file containing proper load case, support condition, meshing etc !!

again thanks !!

slab design as per is 456

Mohd Faraz — Tue, 28 Feb 2017 07:05:46 GMT

hello every one,

i just completed my my frame structure now i want to design my slab so can any one please upload the staad file of slab design with drafting also with the help of that i can design my slabs too

thank you in advance !!

concete detailing

Mohd Faraz — Mon, 13 Feb 2017 10:12:35 GMT

dear all,

i have completed my analyses process & design process too now i want to detail the beams & column, so for detailing which data i have to conseeder of rcc design in staad pro

what does staad mean RX ,RY , in displacement term

Mohd Faraz — Wed, 16 Nov 2016 09:54:39 GMT

dear sir ,

as we all knows when we check the result page ..we have a set of lines having the data of the displacement , in that paragraph what is the meaning of these RX, RY , RZ

THANKS IN ADVANCE FOR REPLY :)

Query regarding Releases??

rohitjain — Tue, 15 Nov 2016 11:02:50 GMT

Hi there. I am using Staad to analysis a common beam-column frame. Now in my frame beams cross through each other at a point where there is no column. Now my teacher asked me to release MX,MY,MZ at the primary beam at that point. The reason she gave for the same was something about torsion. Can anyone enlighten about the same..

Thanks in advance!!

which load case values does staad use in second rcc design method in which it gives a dxf detailing file of beams nd column

Mohd Faraz — Tue, 15 Nov 2016 10:50:23 GMT

dear sir greetings,

we all knows that staad have two methodes of designing the concrete of frames

1:- commands(menubar) > design>concrete design >select code (data area)......................

2:- concrete design (mode change) > define envelops> autoform members>design brief >design group > design > nd plot the dxf files

so all i want to ask tht which value of load case does dstaad take for design in second option , because it gives the different result in both option

RC Designer Staad.Pro

afconsult — Tue, 06 May 2014 17:11:34 GMT

Hi everybody.

I am using the RC designer of Staad.Pro. But I am having some problems, when I generate envelopes in the RC designer, the bending moments that the designer takes for design the reinforcement are higher than the bending moments I get in the post-processing mode of Staad.Pro.

Could anybody help me??

Thank you in advance.