Bigbeam (Structural)
22 Jun 08 10:49
I am trying to import my column locations from a dxf l !ut can"t sm to gt it to #or$% &'r #as #as mntion a!out a!out crating crating t' columns as !loc$s in in autocad !ut I can"t gt t'at to #or$% I cant n gt t' pull do#n !ox in t' import dxf to pic$ t' layr t'at I 'a t' columns on Ii #ould 'a t'oug't columns #ould ! points)% &o &o !ad t'r t'r isn"t an option option to ust gt t' t' ntitis into into ta!s and and lt t' usr usr do t' actual actual assignmnts% *'at am I doing #rong+ , slickdeals (S (Structural)
22 Jun 08 20:-9
&'r ar ar 2 #ays #ays to do it% .n .n is t' fancy fancy #ay using using !loc$s/ t' ot'r is plain and simpl simpl #ay% 1% If you ar using !loc$s/ you nd to dra# a closd s'ap/ I usually us a circl and dn t'at as a n# !loc$% dd a n# layr and t'n dn all t' columns dnd as !loc$s in t'at layr% Sa it as a dxf and #'n you import it/ slct t'at particular layr in t' columns drop do#n !ox% It usually #or$s 9- of t' tim% 2% &' lss fancy and rrorfr #ay to do it is to dra# an 33 or a 353% 6ra# lins and not polylins% .nc t'is is don for all columns/ sa and xport as a dxf% Import t' columns as !ams% .nc you do t'is/ you gt an 33 or 353 at ac' column location% &'n all you 'a to do is to clic$ at t' intrsctions and you 'a your column layout% 7ou can latr dlt t' 33 and 353% & Bigbeam (Structural)
2 Jun 08 20:09
I couldn"t gt t' !loc$ mt'od to #or$ (I 'a no idad #'y t'y #ouldn"t do it #it' point o!cts as t'is is t' #ay saf dos it% xt ;ustion is 'o# do you import #alls+ I can"t sm to nd any #ay to asily conrt a !am to a #all in ta!s% $ slickdeals (S (Structural)
2 Jun 08 22:20
o #ay to automatically do it% 7ou 'a to !ring t'm in as !ams and t'n dra# #all lmnts conncting t' nds in plan% drile007 (S ( Structural)
24 Jun 08 2:49
7ou 7ou can import #alls t'roug' t'roug' dxf #it' 6 polylin or 6fac% 6fac% I prfr prfr 6 polylin% polylin% Bigbeam (Structural)
24 Jun 08 1-:<
dril00= I can gt a !am in !ut not a #all% o# did you conrt a !am to a #all+ s slic$dals
said/ you 'a to do t'at manually% $ drile007 (S ( Structural)
2- Jun 08 9:42
I didn"t conrt !am to a #all/ I" dra#n t' #alls in cad #it' ntitis li$ d>ac or polylin% &'n I import dxf l into ?ta!s% drp181 (S (Structural)
29 Jul 08 :44
7ou 7ou can import lins as !ams/ !ams/ t'n conrt conrt t' !ams !ams to #alls using t' 3?xtrud 3?xtrud @ins to ras3 ras3 command% St t' dlta dlta A to t' story story 'ig't% &'is can ! don for all #alls at at onc/ and #ould sm to ! simplr t'an dra#ing 6 s'aps in B6%
zstone (Structural)
19 Jun 08 12:44
#'ic' is !st #ay+ In som training manuals of BSI/and ido tutorials/ s'ar #alls ar not ms'd% Bomplt s'ar #all in on story is includd as on nit lmnt/ t'is rason is for dsign of s'ar #all procdur or for anyot'r rason/ i dont $no# i t'ing t'at to ms'ing s'ar #aall is !st #ay/ !caus rsults #ill ! mor logic and mor ralistic t'an in ot'r cas(unms'd s'ar #all)/ sorry for my nglis' !st rgards
Find A Job or Post a Job Opening Click Here. Here. !g!rt"a1# (BiilC?nironm)
28 Jun 08 4:-
I &I, && *? B .& D?S S?E *@@ F?BGS? I& IS S&EGB&GE@ ?@?D?& FG& *? B D?S I& .@7 *? &?E? IS .H?I I &? *@@ S.E7 >.E D7 I@IS slickdeals (S (Structural)
28 Jun 08 8:-
ny unms'd s'll lmnt 'as an articially articially 'ig' stinss% It is rcommndd t'at you ms' your #alls spcially if you ar dsigning tall !uildings !caus t'r #ill ! mor Kxi!ility% 7ou 7ou can intrnally intrnally ms' a #all lmnt% lmnt% sreic"$ein (S (Structural)
2- Jul 08 20:22
Ds'ing a s'ar #all is muc' mor accurat to t' actual !'aior% !'aior% o#r/ complx s'ar #alls in ?&FS ?&FS ar xtrmly tric$y to ms'% I usually assign automs' to ac' #all pir and assign a maximum ms' siA siA ;ual to 243% &' tric$y part part is gtting t' ms' to #or$% 7ou must ma$ sur t'at all ms'd s'll lmnt !oundaris ar attac'd to an adacnt s'll lmnt% If not/ you #ill gt rrors in t' analysis or t' modl #ill not run at all% Hractic ma$s prfct/ so I rcommnd rcommnd playing around #it' it until you gt it do#n% If you nd mor information/ lt m $no#%
ale%bzeta (S (Structural)
0 Jun 08
said/ you 'a to do t'at manually% $ drile007 (S ( Structural)
2- Jun 08 9:42
I didn"t conrt !am to a #all/ I" dra#n t' #alls in cad #it' ntitis li$ d>ac or polylin% &'n I import dxf l into ?ta!s% drp181 (S (Structural)
29 Jul 08 :44
7ou 7ou can import lins as !ams/ !ams/ t'n conrt conrt t' !ams !ams to #alls using t' 3?xtrud 3?xtrud @ins to ras3 ras3 command% St t' dlta dlta A to t' story story 'ig't% &'is can ! don for all #alls at at onc/ and #ould sm to ! simplr t'an dra#ing 6 s'aps in B6%
zstone (Structural)
19 Jun 08 12:44
#'ic' is !st #ay+ In som training manuals of BSI/and ido tutorials/ s'ar #alls ar not ms'd% Bomplt s'ar #all in on story is includd as on nit lmnt/ t'is rason is for dsign of s'ar #all procdur or for anyot'r rason/ i dont $no# i t'ing t'at to ms'ing s'ar #aall is !st #ay/ !caus rsults #ill ! mor logic and mor ralistic t'an in ot'r cas(unms'd s'ar #all)/ sorry for my nglis' !st rgards
Find A Job or Post a Job Opening Click Here. Here. !g!rt"a1# (BiilC?nironm)
28 Jun 08 4:-
I &I, && *? B .& D?S S?E *@@ F?BGS? I& IS S&EGB&GE@ ?@?D?& FG& *? B D?S I& .@7 *? &?E? IS .H?I I &? *@@ S.E7 >.E D7 I@IS slickdeals (S (Structural)
28 Jun 08 8:-
ny unms'd s'll lmnt 'as an articially articially 'ig' stinss% It is rcommndd t'at you ms' your #alls spcially if you ar dsigning tall !uildings !caus t'r #ill ! mor Kxi!ility% 7ou 7ou can intrnally intrnally ms' a #all lmnt% lmnt% sreic"$ein (S (Structural)
2- Jul 08 20:22
Ds'ing a s'ar #all is muc' mor accurat to t' actual !'aior% !'aior% o#r/ complx s'ar #alls in ?&FS ?&FS ar xtrmly tric$y to ms'% I usually assign automs' to ac' #all pir and assign a maximum ms' siA siA ;ual to 243% &' tric$y part part is gtting t' ms' to #or$% 7ou must ma$ sur t'at all ms'd s'll lmnt !oundaris ar attac'd to an adacnt s'll lmnt% If not/ you #ill gt rrors in t' analysis or t' modl #ill not run at all% Hractic ma$s prfct/ so I rcommnd rcommnd playing around #it' it until you gt it do#n% If you nd mor information/ lt m $no#%
ale%bzeta (S (Structural)
0 Jun 08
10:2< I am trying to trac$ story s'ar for indiidual indiidual frams for a stl !racd fram systm% systm% I trid using pir la!ls/ !ut ?&FS only allo#s la!ls to ! assignd to rtical fram mm!rs or ara lmnts (#or$s grat for momnt frams and concrt s'ar #alls)% &' only ot'r option I s is is to dn sction sction cuts% &'is is a pain !caus !caus I 'a to dn all of t' groups and t'n all of t' sction cuts all #it' uni;u nams% nyon 'a any !ttr suggstions+ Find A Job or Post a Job Opening Click Here. Here. stressed (BiilC?nironm)
4 Jul 08 1-:29
I t'in$ you"r rig't a!out t' sction cuts% &'at"s t' only #ay I can t'in$ of it'r% sreic"$ein (S (Structural)
2- Jul 08 20:1<
&' s'ar and and axial diagrams ar ar also usful% usful% I" don it !ot' !ot' #ays and #ould also lo lo to $no# if t'r is an asir #ay%
&kicat (S (Structural)
= Day 08 12:9
I am a n# ?&FS usr and I rcntly attndd an 6H& sminar tal$ing a!out t' intgration intgratio n of ?&FS ?&FS and 6H& 6H& Koor pro% I $no# ?&FS ?&FS dosn"t do H&% H&% * us 6H& Koor L H&8 for our sla! L !am dsign% * don"t us ?&FS to dsign concrt Koors or !ams% * only us it for graity and latral analysis of t' concrt fram% * do ry littl stl dsign compard to concrt/ so I guss it is mor suitd for stl dsign t'an concrt% I #as ust curious #'at ot'rs ar using it for and if I can gt mor out of ?&FS ?&FS t'an I currntly am% &'an$ you% C"eck O!t O!r '"itepaper (ibrar). (ibrar). Click Here. Here. *t"e+ (S (Structural) 8 Day 08 1-:4= * us ?&FS primarily for concrt s'ar#all dsign% It gis t' !oundary Aon lngt's in t' output% masomenos (B (BiilC?nironm)
28 Jun 08 19:4
stl and concrt !lgs/ par$ing garags and small stu too li$ trusss and singl column and !am dsigns% If you alrady 'a ?&FS and ar using it for concrt/ you can us ?&FS column and s'ar #all dsign n if you"r using dapt for t' sla!s% Just $p in mind t'at ?&FS is a gnral purpos structural analysis and dsign pac$ag #it' fram and s'llCmm!ran nit lmnts/ al!it #it' faturs faturs orintd to#ard dsign of !ldg structurs (story concpt)% I 'ard t'at ?&FS #as usd on t' Foston tunnl !ig dig dsign/ so it"s rsatil if you $no# t' modling tc'ni;us% sreic"$ein (S (Structural)
2- Jul 08 20:14
nrally/ # ust us ?&FS for t' analysis of concrt s'ar #alls and concrt momnt frams% .nc # ar a!l to limit t' drift/ # can output t' forcs from ?&FS ?&FS into a sprads't for dsign% * dsign t' pirs of t' s'ars #alls for Kxur Kxur and axial loads using HB Bolumn% * dsign t' momnt frams using HB Sla!% >or t' graity dsign of t' concrt Koor systm/ # us ED ED dans and S>?% ?&FS is also ry usful in dsigning complx complx stl !racd fram and momnt fram fram latral systms% systms% It is spcially usful in sismic applications% applications% o#r/ ED ED is mor suita!l for t' graity graity dsign of
stl Koor systms/ in my opinion% .ftn # 'a t#o modlsM a ED graity modl and an ?&FS latral modl% zstone (Structural)
4 Jul 08 1=:29
I li$ do prform an Espons Spctrum nalysis on ?ta!s/ I 'a dn a 6sign Spctrum Fy ?B8 import from l cas/ and i 'a st a scal factor alu ;ual to 1%0/ im i corrct/ !caus t' Spctrum is dnd to ! 6sign / and is input in manual #ay in ?ta!s/ I dont li$ to prform automatic Sismic Bas/ !caus is not includt as #ll in ?ta!s(!y ?B8) I &I, S. can any!ody 'lp m rgards C"eck O!t O!r '"itepaper (ibrar). Click Here. sreic"$ein (Structural)
2- Jul 08 20:0<
Som sismic cods r;uir t' !as s'ar of t' modal analysis to ! #it'in a crtain prcntag of t' cod calculatd !as s'ar% &'is alu is 80 in SB? =0-% &' scal factor is usd to scal t' calculatd ?&FS !as s'ar alu to at last 80 of t' cod alu%
Jordan#008 (Structural)
= Jul 08 <:11
?ta!s gis ;uit larg momnt and s'ar at t' !ottom of t ' s'ar #all (!ottom of t' pir)% s a rsult rinforcmnts ar larg% at t' top of t' pir m a!o rsults ar rasona!l% *'at alu I usd top or !ottom of t' pir% C"eck O!t O!r '"itepaper (ibrar). Click Here. slickdeals (Structural) 11 Jul 08 1=:2 Fottom of t' pir% Fcaus t' top of t' pir is ;ual to t' !ottom of t' pir a!o% &' forcs at t' Koor ll ar capturd at t' !ottom of t' pir% sreic"$ein (Structural)
2- Jul 08 19:-8
6sign t' pirs as you #ould a concrt column% &' largst momnt is going to gorn/ #'ic' appars at t' !ottom of t' pir%
reoicer (BiilC?nironm)
22 Jul 08 12:18
ccording to 10%11%1 of BI180-/ concrt s'ar #all s'ould us 0%=0Ig in t' modl% o# to considr =0 rduction in ?ta!s+ Educ modulus of lasticity to =0 or st stinss modirs to 0%=% &'an$s% str!ct!resg!) (Structural)
22 Jul 08 1:22
St stinss modir to t' appropriat amount/ 0%= in your cas for #alls/ unlss t'y ar
crac$d/ t'n it #ould ! 0%- for #alls% slickdeals (Structural)
2 Jul 08 14:42
&' !st #ay is to us stinss modirs Gs f11/f22 and f12 on #alls us m11/m22 and m12 on sla!s sreic"$ein (Structural)
2- Jul 08 19:-
I st t' modir for f22 ;ual to 0%=0 #'n modling t' crac$s of a s'ar #all% >or framing lmnts (li$ coupling !ams and momnt frams)/ I st I ;ual to 0%- to modl t' crac$ing%
zstone (Structural)
19 Jul 08 19:4
i ?ry!ody I 'a four Story !uilding/ >lat sla! #it' primtr !ams/ loadsN 6ad slf #ig't of structur @i $Cm2 *'n i conrt loads to masss/ i us 2 and options 2% >rom @oads 6ad 1/ and @i 0%% >rom slf and spcid mass and loads @i 0% and !oot' cass gi m difrnt rsults/ I cant G6?ES&6 && Aston slickdeals (Structural)
19 Jul 08 21:
I am surprisd t'at t'is is 'appning% I 'a trid t'at !for nr 'ad a pro!lm% 6id you rport it to tc' support+ zstone (Structural)
20 Jul 08 <:4
In fact t' difrnc is small% >rom cas 2% (>rom @oads 6ad 1/ and @i 0%-) i occur priod &1O0%=8 sc >rom cas % (>rom slf and spcid mass and loads @i 0%-) i occur priod &1O0%=42 sc I #ant ust to ! sur/ a!out cass 2 and #'ic' is prfrd #ay to conrt loads to mass 2 or / !caus im n# usr in ?&FS/ i 'a ma$ it !for #it' ot'r soft#ars/ and i nr 'ant pro!lms% Fut in ?ta!s i li$ to nd most prfrd #ay Aston
slickdeals (Structural)
20 Jul 08 8:4
I don"t t'in$ t'r is a prfrrd #ay% I #ould us option 2 if you don"t 'a any additional masss (point or ara) spcid% nd 99%< (0%=8C0%=42) is clos noug' for any nginring # do% &
zstone (Structural)
Jul 08 18:21
i ?ry!ody Im n# in ?ta!s/ I"d li$ to dn a linar rlas on dg of sla!/ for xampl: conction of sla! #it' #all to ! pinnd/ not xd/ *it' Eo!ot Dillnnium t'is is posi!l and ry asy/ is t'is posi!l in ?ta!s or SH rgards Find A Job or Post a Job Opening Click Here. stressed (BiilC?nironm)
4 Jul 08 1-:2=
*'y not dn t' #all using mm!ran typ ara+ &'at"s asy noug'/ and it gis you t' pinnd connction at t' sla!s% zstone (Structural)
4 Jul 08 1=:19
t'an$s strssd for 'lp you ida is corrct i dont $no# #'at #ill 'apn #it' !nding momnts in sla!/(momnt alus in cas of pinnd dg and momnt alus in cas of #all modld as mm!ran d' alus o !nding momnts in sla! must ! sam in to cass of modling) i #ill try it !g!rt"a1# (BiilC?nironm)
- Jul 08 8:-2
I do it #it' sap and i t'in$ t'at is ry asy #it' sap # slct t' ara lmnt t'n # rig't cli$ t'n # dot it #it' oint ost or#rit sory for my nglis' drile007 (Structural)
1< Jul 08 1:1=
,!ote -stressed/
Why not define the wall using membrane type area? .,/ !ut #'n try to do a dynamic (rspons spctra) analyisis #alls dns as mm!ran typ #ill i!rat prpndicular to t'ir o#n planP >irst doAn mod s'aps #ill ! ust dscri!d s'aps and # don"t #ant t'atP Ban # prnt t'is ct+
stressed (BiilC?nironm)
1< Jul 08 22:2<
Sinc it no# appars !ot' Aston 6 dril00= ar xprincing a nar idntical prdicamnt/ I"ll or my Q0%02% s #it' any pro!lms you xprinc #it' a structural soft#ar pac$ag/ if you"r gtting strang rsults/ t'n don"t ! s'y a!out gtting crati and xprimnting #it' som altrnatis/ for xampl 1)dn or assign proprty modirs to a s'll typ #all !nding proprtis suc' t'at it acts li$ a mm!ran to gi you t' dsird pin conntion 2) ms' t' #all and assign only a small !ottom slir of t' #all conncting to t' sla! to ! mm!ran #it' t' rst of t' #all assignd as s'll typ ) if R1 and R2 don"t rsult in suita!l rsults for !ot' static and dynamic analysis/ t'n crat on modl for static analysis and anot'r modl for dynamic analysis 4) If R"s 1/ 2/ or don"t #or$/ t'n drin$ a !ottl of Jac$ 6anils/ put t' gun !arrl in your mout' and/ o' #ait%%%%ust tasing AstonCdril00=/ lt us $no# #'at you nd% I"d ! curious to larn for myslf from your xprinc% ood luc$% drile007 (Structural)
1= Jul 08 :
,!ote -stressed/
1)define or assign property modifiers to a shell type wall bending properties such that it acts like a membrane to give you the desired pin connetion I alrady tryd t'is and I got t' sam rsults as I dscri!d in my prious post% ,!ote -stressed/
2) mesh the wall and assign only a small bottom sliver of the wall connecting to the slab to be membrane with the rest of the wall assigned as shell type I t'in$ t'at t'is $ind of assignmnts dosn"t dscri! ral !'aiour of t' #all stat% ciil"ak (Structural)
1= Jul 08 -:1
i popl/ s'ould t'is not #or$ if you dn #alls as s'll lmnts and plats as mm!ran lmnts++++ stressed (BiilC?nironm)
1= Jul 08 11:28
dril/ !y rlasing momnts at t' #allCsla! intrsction/ t' p'ysics of t' pro!lm #ould sm to dictat a (possi!ly signicant) c'ang in t' dynamic modal rsults/ #'t'r or not you modl #it' fram lmnts or s'llCmm!ran lmnts% Bould you xplain #'at rsults spcically t'at you ar concrnd #it' t'at is causing you pro!lms+ drile007 (Structural)
1= Jul 08 1-:=
*'at 'appnd if you dn #alls as mm!ran typ: Suc' (mm!ran) lmnts don"t 'a any stinss prpndicular to t'ir o#n plan/ or #it' t' ot'r #ordsM t'y can"t 3possss3 any momnts !caus t'ir inrtia momnt is Aro% >urt'rmor/ t'y can"t 3rsist3 to any forc prpndicular to t'ir o#n plan% nd #'at 'appnd in dynamic analysis+ *'n # ms' t' #all # automatically add mass at ac' #all nod% *'n # add 'oriAontal acclrations (rspons spctra) # got 'oriAontal forcs prpndicular to #alls in ac' nod (mass x acclration O forc)% Sinc #all is ry soft to forcs prpndicular to t'ir o#n plan/ # got 'ug displacmnt (mod s'aps) prpndicular to t'ir o#n plan% I 'op t'at I didn"t miss t' point and I us t' rig't #ords sinc my mot'r languag isn"t ?nglis'%
&o aoid t'is pro!lm I do #'at ciil'a$ suggst/ I dn #alls as s'll lmnts and plats as mm!ran lmntsP
OHA2+3+422& (Structural)
22 Jan 08 2:2-
*'n # prform dynamic analysis in t' out put of !uilding mods # 'a Dodal Harticipation factors and Dodal Harticipating mass ratios #'at ar t'ss and #'r do # us t'm in our calcs drile007 (Structural)
22 Jan 08 9:-2
In s'ort: Dodal Harticipation factor mans #'at prcnt of dnd mass is i!rating in particular mod s'ap% 6ril00= +i5!an (BiilC?nironm)
1 Dar 08 8:20
! carfull if you"r not familiar #it' 36ynamics of structurs3% I rcomnd rading !oo$s from Bloug'/ HnAin/ B'opra/ Haulay and Hristly/ t'y 'a rally good !oo$s to introduc you into dynamics of t' structurs sorry for my nglis' +i5!an '"i6e (Structural)
19 Dar 08 14:18
7ou s'ould rally undrstand #'at you ar doing !for you ust 3ump3 into dynamic analysis in ?&FS (or any program)% 6ynamics of Structurs !y B'opra is a ry good txt!oo$ #it' good xampls% gos t'roug' a Espons Spctrum nalysis and a Espons istory nalysis and xplains t' stps ry clarly% ciil"ak (Structural)
1= Jul 08 -:4=
i/ Dodal Harticipating mass ratios indicats 'o# muc' mass is actiatd in your mods%%%according to ?B8 t'is alu s'ould ! atlast clos to 90%%%if you ar undir t'is alu/ you s'ould run mor mods undir til you rac' t'is alu% @ts say your DHDS is <0/ t'n your rsulting forcs ar to lo#/ if you incras t' num!r of mods t'n t' rsulting forcs incras%%%t'is 90 is a good indicator in s'o#ing t'at you ar running noug' numr of mods% +i5!an (BiilC?nironm)
1= Jul 08 =:24
Borrct% Dost of t' programs of analisys rac' 100 ry asy/ !caus is somt'ing of ;uations and t' rspons spctrum it"s using%
&' num!r of mods ar ry asy to o!tain/ in a !uilding ac' Koor 'a 6.> (dgrs of frdom)/ 2 displacmnts 1 rotasional/ so lt"s say a usual !uilding of 8 Koors or storys is going to 'a 24 6.> t'at is 8 Koors 6.> O 24 6.> gain/ sorry for my nglis'/ i spa$ spanis'% +i5!an
radger (Structural)
19 Jun 08 22:2<
o# do # $no# t'at t' concrt column/ !am/ s'ar#all passd aftr running t' concrt dsign+ I 'a no pro!lms #it' stl dsign !caus t'r is option to rify if t' structur passd t' dsign/ unli$ t' concrt structur it 'as no option for t'at/ t'an$sP *t"e+ (Structural)
24 Jun 08 1<:-
&' asist #ay I 'a found to c'c$ if Boncrt s'ar#alls fail (rat'r t'an rig'tclic$ing on ac' on indiidually) is to do to >ilNHrint &a!ls% Hrint t' output summary of t' s'ar#all dsign ta!l/ and it #ill tll if ac' pir fails in s'ar or Kxur% >or concrt !ams and columns ust loo$ for t' rd ons% 7ou can c'ang t' utiliAation limit at #'ic' t'y turn rd (0%9- is dfault) !y going to .ptionsNprfrncsNBoncrt fram dsign%
leban5!e99 (Structural)
- Jun 08 21:1-
I am n# in using ta!s to analys t' rc !uilding fram% I nd t' soft#ar ry usr frindly% o#r #'n it coms to stl trusss (ga!l typ)/ I am !it confusd as to 'o# to modl it and load it (i%/ #indload)% op you can gi m adis or spcic xampls #it' rgards to t'is mattr% stressed (BiilC?nironm)
= Jun 08 19:02
7ou may 'a to add intrmdiat gridlins !t#n storis using rfrnc plans: ?ditNEfrnc plans% 6ra# point o!cts at nd point locations of your truss and 3connct t' dots3 to dra# your truss/ including slopd top c'ords% ctiat your "snap to prpndicular" snap tool to 'lp dra# rtical truss #! mm!rs conncting to t' c'ords% 7ou don"t 'a to diid your c'ords into smallr sctions to do t'is
:on% (Structural)
1 Jan 08 1-:-9
i all/ I" got a ;ustion a!out t' !as s'ar% ftr you do t' rspons spctrum analysis in ?ta!s/ 'o# do you nd t' total !as s'ar of t' structur(multistory !uilding to ! mor spcic)+ &'is is to #or$ out t' scaling factor% I #as told t'at you can loo$ at t' 3Story forc3 sction of t' 1st story of t' structur in t' output rport% Is
t'at corrct+ stressed (BiilC?nironm)
2 >! 08 1:1=
o/ t'at"s not corrct% Gndr 6isplay mnuNs'o# ta!ls/ c'c$!ox ractionsCsupport raction% &'r is a 3summation3 !as s'ar rportd along #it' indiidual rstraint ractions% 7ou can control #'ic' cass ar to ! rportd using t' options on t' rig't sid of t' s'o# ta!ls% drile007 (Structural)
2 >! 08 1<:-9
7ou can gt Story s'ars: 1) 6isplayC S'o# Story Espons Hlots%%%C Story S'ars 2) 6isplayC S'o# &a!ls%%%C Fuilding .utputC Story S'ars 6ril00= :on% (Structural)
8 >! 08 1-:0=
&'an$s guys/ t'at 'lpd% :on% (Structural)
12 >! 08 1<:09
i strssd: I #as a!l to do t' s'o# ta!l t'ing/ t'an$s for t'at% o#r/ I could not nd t' 3summation3 function mntiond in your last post% I 'ad to manually add all t' raction forcs togt'r undr sam dirction to nd out t' !as s'ar% *ould you plas gi som instructions on t'is on+ stressed (BiilC?nironm)
2< >! 08 20:04
Tonx/ apologis/ I #as mista$n in my arlir rply rgarding #'at t' 3summation3 option ors you% I 'a !n #or$ing mor #it' SH latly and I ga you som mislading adic% r is #'at you nd to do to o!tain t' summd !as s'ar t'at you #ant >irst/ slct all oint rstraints at t' !as of your modl/ as #ll as t' rst Koor columns and #alls #'ic' ar connctd to t'os rstraints/ and assign t'm all to a group% xt/ us 6n mnuNSction cuts and dn a sction cut !asd on t' group you ust cratd% ftr you" run your analysis/ using 6isplay mnuNS'o# ta!lsNSction cut forcs/ you s'ould 'a t' summd !as s'ars% @t m $no# if t'at tc'ni;u dosn"t do #'at you"r loo$ing for% :on% (Structural)
18 Dar 08 1=:0=
i to strssdCdril00=: &'an$s for t' rplis% I 'a don a comparison using !ot' t' story s'ar mt'od and t' sction cut forcs summation mt'od to calculat t' !as s'ar% In my cas/ t' alus ar ry clos: Tx (story forc) : Tx (sction cut) O 1 : 1%0 Ty (story forc): Ty (sction cut) O 1: 0%98 s you can s/ t' dirncs ar #it'in -% I tnd to !li !ot' mt'ods ar alid in trms of calculating t' !as s'ar using ?ta!s% Hlas gi your commnts%
;art"' (Structural)
2< Dar 08 1-:29
Tonx 7ou s'ould 'a a loo$ at 6isplay N S'o# &a!ls N Dodal Information N &a!l: Espons Spctrum Fas Eactions% &'y ' a 'ad to introduc a spcial routin to dtrmin !as ractions sinc all rsults from Espons nalysis ar positi% Summing !as ractions or column s'ars #ould ! #rong% art'*
&kicat (Structural)
24 Dar 08 11:-8
6os any!ody 'a muc' xprinc importing rit ls into ta!s and xporting ta!s ls to rit+ It"s not as intuiti as I t'oug't it #ould !% lso/ any opinions a!out Eit Structur in gnral+ &'an$ you% prscons!ltant (Structural)
2- Dar 08 -:2-
* 'a !n using E?TI& as a tool to conrt ED ls to ?&FS% It 'as !n #or$ing n% * 'a no maor issus conrting !ac$ and fort' !t#n ?&FS L E?TI&% I 'a 'ard t'at EIS is mor compati!l #it' E?TI& t'an any ot'r soft#ar%
:on% (Structural)
2 Dar 08 1<:-
i guys/ #'n I dra# a diagnal mm!r suc' as a !racr or a long cord in a truss in ?ta!s/ ry so oftn it gos t'roug' mor t'an on story lls dnd% &' annoying t'ing a!out it is ?ta!s somtims (not al#ays) automatically diids t' lin at t' story lls% It causs trou!ls/ for xampl/ #'n I try to su!diid t'is lin into sgmnts% I trid to us t' 3Join @ins3 function and it did not #or$% ll t' 3Splic Hoint3 in t' Story 6ata #r turnd o% Is t'r any #ay to aoid t'is automatic lin diid+ &'an$s in adanc% C"eck O!t O!r '"itepaper (ibrar). Click Here. Dar 08 slickdeals (Structural) 20:-4 o/ ?&FS is a !uilding analysis program #'r storis ar piotal to dsign% It #ill !ra$ any lin t'at is a story% If you #ant to gt around it/ dn rfrnc plans instad% ale%bzeta (Structural)
21 Dar 08 19:00
I t'in$ t'r is mor to t'is% I 'a also 'ad columns and !racs t'at span storis% Somtims t'y !ra$ and somtim t'y don"t% I"d li$ to $no# #'y% slickdeals (Structural)
&'y #ill al#ays !ra$ at storis
21 Dar 08 19:04
a5!acata (Structural)
= Dar 08 11:=
ftr I ran my ?&FS !uilding modl/ I got a #arning mssag of Aro stinss at a oint% lso it spcid my modl is unsta!l and illconditiond% In your xprinc/ could you tll #'at is t' most possi!l rason for t'at+ I suspct t'at my ramp ara is not connctd to its dg !ams% I did slct t' ramp o!ct and on of its slopd dg !am and ms'd t' ramp ara% Fut I couldn"t tll if it is ms'd or not% 6o you $no# a #ay+ Eamp cannot ! assignd to a diap'ragm% o# can I tric$ it into a ridig diap'ragm+ &'an$s a lot for your 'lpP C"eck O!t O!r '"itepaper (ibrar). Click Here. slickdeals (Structural)
9 Dar 08 9:2=
ny slopd mm!r in ?&FS can nr ! assignd to a diap'ragm% >or a diap'ragm to ! assignd/ t' mm!r 'as to ! in a 'oriAontal plan% *'at $ind of lmnts 'a you assignd to t' ramp+ (s'll/ mm!ran+)% &' #ay to s your nal ms' is to go to st !uilding i# options and slct 3s'o# ms'3% &'is #ill s'o# you t' ms' and associatd nodal connctiity% 6o you 'a a curd ramp !y any c'anc+ Dor info #ould 'lp% a5!acata (Structural)
9 Dar 08 12:1-
&'an$ you/ slic$dalsP In your #ay/ I sa# my ramp is not ms'd% I #ill ma$ it ms'd% Dy ramp is straig't% I assignd it as a s'll sinc it nds to ta$ outofplan graity load% Bould you plas lt m $no# to ma$ it !'a li$ a rigid diap'ragm/ #'at stinss modir nd to c'ang and c'ang to 'o# muc'+ I am xcitd t'at you rplid my postP slickdeals (Structural)
9 Dar 08 12:4-
&'r is no #ay you can ma$ it !'a li$ a rigid diap'ragm using diap'ragm constraints in ?&FS% o# t'ic$ is your concrt sla! for outofplan loads+ If it is 83 t'ic$ or mor/ it is prtty rigid itslf and #ould not nd any additional modirs% o#r/ if it is not ry t'ic$/ t'n you can incras t' inplan stinss (f11/f22 and f12) to ma$ it !'a li$ a rigid !ody% Emm!r t'at t's modir alus ar a prcntag/ maning if you ma$ it 2/ t'n it #ill ! 2 tims mor sti in rsisting in plan loads% I #ould suggst t'at you modl t' ramp xplicitly and not assign any diap'ragm constraints% >or sismic loads/ t' masss ar calculatd automatically and for #ind loads/ it s'ould not mattr !caus t' diap'ragm #idt' is calculatd !y t' !uilding #idt' xtnts and 'opfully/ t' ramp xtnts ar #it'in t' !uilding xtnts% op t'at ma$s sns% a5!acata (Structural)
7s t'at ma$s a lot sns% &'an$s for your alua!l 'lpP
9 Dar 08 1:12
cit)bo) (Structural)
19 >! 08 1<:19
*'n c'c$ing t' raction forcs I found t'at t'r #r a f# points num!rd as ngati (li$ 100) !y ?&FS/ and mor #ird #as t'at I got forc rportd at t's ngati points/ t' total forc including t's ngati points #as !alancd #it' applid loads% o#r/ no suc' ngati points #r rportd from !uilding modlP o coordinats #r associatd #it' t's ngati points so t'at I couldn"t trac$ do#n t'm% ny!ody 'as t'is pro!lm !for+ I 'ad dirnt !uilding modls and 2 out of 'a t' ngati point num!r pro!lm% o# can I gt rid of t'is ngati point num!ring+ &'an$s Find A Job or Post a Job Opening Click Here. cit)bo) (Structural) 20 >! 08 9:0< o$/ t' pro!lm is sold% t' ngati point num!ring coms aftr t' auto ms' of t' #all as ?&FS adds a rstraint to t' midnod !y dfault%
drile007 (Structural)
2- Jan 08 <:4-
*'at"s t' ;uic$st #ay to dtrmin t' principal dirction of t' !uilding+
6ril00= 2ng<*ips For!ms is ember &!pported. Click Here to donate. !rali#7 (Structural)
29 Jan 08 11:10
6irl I am not sur of #'at is t' structural systm in t' !uilding/ I #ould say/ ;uic$ly calculating sction proprtis B'rs drile007 (Structural)
29 Jan 08 1-:49
I #as t'in$ing a!out any systm #'ic' is modld !y t' ?ta!s% Ban I 'lp myslf #it' t' modal participating mass ratio% 6ril00= !rali#7 (Structural)
6ril 7s/ its corrct
- >! 08 8:22
c'rs ;art"J (Structural)
9 >! 08 20:14
&ry to dtrmin t' angl of t' !as raction for t' rst fundamntal fr;uncy% B'c$ out t' BSI #! sit% &'r is an articl postd t'r #it' t' titl somt'ing li$ 36ynamic nalysis to Satisfy Fuilding Bods3 (or somt'ing li$ t'at) drile007 (Structural)
10 >! 08 1-:4<
&'an$s art'J%%%grat radings% o# I s t'at loo$ing for principal dirction is maninglss if I do t' rig't com!ination of modal maximums and spctra acclrations% 4a=kC;& (Structural)
14 >! 08 8:1<
.n #ay is to prform a prliminary modal analysisM t' principal dirction corrsponds to t' dirction of t' rst mod translational dirction/ translational rst mod of i!ration corrsponds to t' most Kxi!l dirction%
&kicat (Structural)
28 Jan 08 1-:29
snior nginr as$d m if ?&FS can modl a structur #it' ost xpansion oints% &' ?J at t' rst ll occurs in a dirnt !ay t'n t' ?J"s in t' lls a!o% as anyon 'ad any xprinc #it' modling t'is condition in ?&FS+ &'an$s% 2ng<*ips For!ms is ember &!pported. Click Here to donate. !rali#7 (Structural) 29 Jan 08 11:1 s$icat possi!l/ !ut dpnds on t' sta!ility of t' part #'ic' is on t' ot'r ll% ot sur of t' structural systm #'at you 'a% B'rs stressed (BiilC?nironm)
2 >! 08 1:0
6n a n# mm!ran typ sla! to us for your xpansion oint% Dm!ran typ 'as in plan stinss only so as not to transfr momnt% 7ou can adust t' ara proprty modirs in ordr to transfr s'ar only in 1 dirction
drile007 (Structural)
2= Jan 08 1:41
># mont's ago I" import 6> l to ?ta!s #it' no pro!lm% *alls and Koors #r Holylin ntitis% o# I mad 6> l #'r #alls and Koors ar @#polylin ntitis% Importing dosn"t #or$% I trid #it' command H@I?&7H? in utocad to 3conrt3 @#polylin to Holylin !ut it didn"t 'lp% Ban you 'lp m out+ &'an$ you in adanc
6ril00= C"eck O!t O!r '"itepaper (ibrar). Click Here. slickdeals (Structural)
28 Jan 08 12:42
>or Koors us a polylin/ !ut ma$ sur it is a closd polylin% >or #alls/ import t'm as !ams (dra# t'm as lins)% &rac t' #alls in plan on t' !amlins%
Jo"nB9> (Structural)
- Jan 08 1-:12
I am currntly using ?&FS and GFB Bod to modl !uildings in t' middl ast% lt'oug' ?&FS calculats latral drifts I am not sur of t' follo#ing : 1% ?&FS calculats latral drifts !asd on t' SESS art';ua$ load cas% 6os t'is alu nd to ! multiplid !y 0%= E to o!tain maximum inlastic displacmnts/ or is t'is alrady includd in t' analysis% &' maximum alu of t'is drift 'as an uppr limit of 0%02 2% &'is is t' part I am not sur a!out% I also #ant to limit sric drifts to C-00% 6o I simply diid t' drift !y 1%4 to gt sric loads or do I nd to multiply t' ?&FS drifts !y 0%= E C 1%4 C"eck O!t O!r '"itepaper (ibrar). Click Here. - Jan 08 drile007 (Structural) 1<:0 I"m not familar #it' GFB cod/ !ut 1% I t'in$ you s'ouldn"t multipid t' drifts #it' 0%= E (I supposd t'is is ductility of t' structur)/ sinc drifts ar indpndnt from ductility 2% Sam as 1% 6ril00= slickdeals (Structural)
9 Jan 08 8:0
Jo'n/ It is ry diUcult to control your !uilding dKctions to C-00 for a sismic load cas% C-00 is mor for #ind load at sric ll% >or sismic/ you can us t' allo#a!l intrstory drift in SB? #'ic' can of t' ordr of a f# inc's% a"med"egazi (Structural)
11 Jan 08 1<:2
Jo'n t' alus you gt from ?ta! s'ould ! multiplid !y 0%=E to gt t' maximum inlastic rspons displacmnt (GFB 1<0%9%2) and it is intrstory drift not story drift t' alu for C-00 is usd only for #ind sric limit and it s'ould not ! multiplid !y 0%=E
Gppr limit for sismic drift is function in !uilding priod (GFc 1<0%10%2) slickdeals (Structural)
11 Jan 08 19:-2
Hlas not t'at for sismic loads t' displacmnt is al#ays calculatd at dsign lls pr SB?% 7ou s'ould not rduc your it to sric lls% In addition t' displacmnt s'ould ! multiplid !y dKction amplication factor (Bd) to gt t' maximum inlastic dKctions% & drile007 (Structural)
19 Jan 08 1:-4
Sorry/ my claim in prious post #as #rong (slic$dals and a'md'gaAi ar rig't)%%%you s'ould multiplid t' latral drifts #it' ductility to gt ral (inlastic) drifts #'ic' on you s'ould c'c$ !y t' cod% 6ril00= !rali#7 (Structural)
2 Jan 08 10:00
Jo'n *it' GFB cod/ 1% @atral drifts (displacmnts) ar to ! multiplid #it' 0%= E to o!tain t' maximum inlastic displacmnt/ #'ic' #ould ! usful in c'c$ing pounding of structurs/ xpansion oint/ tc/% 2% Sismic story drift dmand is r;uird to allo# t' momnt in cladding dsign% I am not sur of C-00/ #'ic' is rally unconomical to ac'i% GFB gis t' limit 0%02 x story 'ig't/ (as calculatd a!o)% If your story drift ratio is lss t'an 0%02/ t'n it is n% If you loo$ at ?urocod/ t'r is a limit of story drift ration 0%00- at sric ll/ i%%/ C200 op t'is 'lps
drile007 (Structural)
21 ug 0= 8:
1) I modl a !am undr t' sla! in ?ta!s% *'at $ind of connction dos ?ta!s prsum !t#n t'm/ rigid or no connction at all+ 2) o# can I 3tll3 ?ta!s t'at t' !am is undr or a!o sla!+ I nd t'is info% for xporting t' xact modl to Saf (or I can"t do t'is in ?ta!s/ !ut I can corrct t' rtical position in Saf)% 6ril00= slickdeals (Structural)
21 ug 0= 10:-2
7ou can spcify t' location of t' !am !y using t' 3spcity fram insrtion point3 Fy dfault ?&FS placs t' top of t' !am at t' cntr of t' sla!% 7ou can c'ang t'is !y c'anging your insrtion point% nd I t'in$ ?&FS assums a rigid connction !t#n t' !am and sla!% I $no# it assums composit action in cas of a stl !am and concrt sla!% A&C207 (Structural)
2 Sp 0= 1=:-=
Emm!r t'at ?&FS transfrs t' loads only at t' nd points of lmnts% 7ou nd to proid as many sgmnts to !am and sla! (ms'ing) in ordr to ac'i nar uniformCaccurat mass distri!ution in t' modl%I #ould rcommnd at last t'r diisions on ac' lmnts%If you do not sgmnt sla! and !ams load from sla! #ill dirctly pass to columns/ t'us you #ill gt a !am undr dsignd% Bonnctions #ill ! 3rigid3 (alt'oug' t'is is not a connction a tall/ t' EB structur ar monolit'ic) 'op t'at 'lps% *&4edd) (BiilC?nironm)
- Sp 0= 4:2-
Dr%SB?0= 3?&FS conrts t' o!ct !asd modl into lmnt !asd modl for analysis and rsults ar rportd !ac$ on t' o!ct !asd modl3% If t'is statmnt is tru/ t'n #'at is t' ncssity of doing many sgmnts to !ams and sla!s+ s pr my $no#ldg ?&FS can do t'is procss intrnally and no nd of sgmnts% amade!s (Structural)
1< Jan 08 14:--
If t' sla! 'as !n dnd as S?@@ t'n ms'ing it #ill ! ncssary for t' corrct transfr of rtical loads% minumum of t'r sgmnts pr sid is oftn noug' ms' rnmnt% If t' sla! 'as !n dnd as D?DFE? you #on"t 'a to ms' it% &' !ams 6. .& nd to ! sgmntd in ordr to ac'i corrct load transfr%
&kicat (Structural)
4 Jan 08 1<:1<
I"m !ginning to larn ?&FS at our oUc and I" !n trying to dtrmin t' most Ucint #ay to modl a structur% I concd t'at if t' modl #as going to ! simpl/ I #ould ust crat it using t' dra#ing tools in ?&FS% o#r/ as t' structurs !com mor and mor complx/ it sms t'at it is asir to dra# t' modl in 6 in utoB6 and import a %dxf l% frind in t' oUc crats ry modl in ?&FS !y rst modling t' rst Koor and t'n copying it up and modifying as ncssary% in t'at oftn tims Koors stac$/ I can s 'o# t'is mt'od #or$s also% *'at is your prfrrd mt'od to modl in ?&FS+ &'an$ you% 2BA4424A (Structural)
- Jan 08 1:-1
Fot' mt'ods ar good for modling structurs in ?&FS% &' rst on #ill ! !ttr for structurs #it' irrgular s'ap/ #'il t' scond on #ill ! !ttr for rgular multistory !uildings drile007 (Structural)
- Jan 08 1-:-=
I all#ays crat a modl #it' llplan (utoBad) and nr #it' ?ta!s/ sinc ?ta!s is ry clumsy% It"s also t' t'ird option EitStructur/ !ut I nr usd it and I nr 'ard any commnts on !'aiour Eit?ta!s% 6ril00= &kicat (Structural)
11 Jan 08 10:00
I" !n tin$ring #it' importing a 6 autocad %dxf l of a 1= story concrt !uilding into ta!s% s you $no#/ ?&FS allo#s you to initialiA a modl #it' a dfault%d! l in #'ic' you can prst all of your matrials/ fram and ara o!cts as #ll as your dsign dfaults and load cass C com!os% In t'ory/ it"s a grat ida% In practic/ it"s $ic$ing my !utt% If I start a n# l/ and go dirctly to l N import N tc/ tc/ it prompts m to opn t' 6 %dxf modl #it' a dfault%d! l if I plas% *'n I do so/ t' program is rading t' story data from t' dfault l/ #'ic' is not consistnt #it' t' num!r of storis in my modl% I tal$d to BSI and t'y rcongniA t' pro!lm% .,/ no !ig dal% &' #ay to #or$ around t'at is to/ as a rst stp/ opn t' dfualt%d! l and t'n import your modl into t'at l% 7ou 'a to promptly sa t' l as a n# nam to aoid or#riting your original modl% o !ig dal% *ll/ n t'oug' I too$ t' tim to input t' corrct story data into my dfault l/ #'n I go to modify t' storis in any #ay (add/ dlt/ ris 'ig't)/ t' story data form is all mssd up and narly impossi!l to dal #it'% .$/ o$/ still no !ig dal% *'n you import your modl/ ?&FS assigns sction proprtis to columns/ !ams/ sla!s/ tc% I t'oug't t'is #ould ! xtrmly 'andy% I"m not sur it is% It sms to ! a 'ug pain to go story !y story diting t' fram lmnts to ma$ t'm matc' your structur% So t' conclusion I" com to is t'at as Ucint as it sms to ! to import a 6 %dxf/ in t' nd it sms asir to ust import t' grid and start from scratc'% Sorry for t' long post/ you can tll I"m frustratd% ll of t'at asid/ I still lo BSI :)
dorinad (Structural)
8 o 0= 12:2-
Ban som!ody 'lp m #it' som alus for t' Scal factor in t' dnition of t' rspons spctrum + ?spcially for t' dnition of romanian p100 200< sismic cod (or ?B8)% *'n dning a rspons function in ta!s C sap2000 t' alus for t' acclrations rprsnt fractions of (graity acclration) + any 'lp is aprciatd/ spcially from dsign practic% &'an$s 6aca ma poat auta cina cu informatii dspr modlara spctrului d proictar din H100 in ta!s% mi/ din c am calculat/ mia rAultat o accl max d o/1< mCs2% corct +++ dorinad (Structural)
9 o 0= 14:22
pro!lm sold% ust in cas/ if somon #ants to $no#: for Eomania/ agO0%1< / rinf% concrt !uilding/ ductility factor 4%=2- t' starting alu for dsign spctrum is 1%< mCs2 at &O0/ #it' 0%9 mCs2 !t#n 0%0= and 0%0= sconds%
scal factor 313 for m units onke)tz (Structural)
2- 6c 0= <:0-
Sal%%%t pricpi la ?&FS + s ra sa ma auti si p min cand am ca pro!lm% Sunt unl lucruri p car nu l intlg%%%dc ri putm sa ! p mssngr% Id mu : monke)?trial#000@)a"oo.com Dultumsc% Sal
doantonmin"p"! (Structural)
I #ant to i# t' #ig't of a story (includ from slf and load on Koor)/ &'an$s C"eck O!t O!r '"itepaper (ibrar). Click Here. drile007 (Structural)
1< o 0= -:21
1< o 0= 8:40
It s'ould ! in 6isplayC.utput ta!ls%%% 6ril00= doantonmin"p"! (Structural)
18 o 0= 20:8
Fut I calculat in 'andl/not rig't compar #it' ta!s drile007 (Structural)
19 o 0= -:1<
6id you proprly dn masss%%%6nCDass sourc+ 6ril00=
nickers"ocker (Structural)
8 o 0= 11:-
6ar Hotntial lprs/ &'is is my rst tim using ?&FS (ot'r t'an t' tutorial)% Eig't no# I am attmpting to ma$ sur t'at t' graity loads ar gtting to t' columns% Dy dad load and unrducd li load sm to ! accurat% o#r/ my li load dos not sm to ! rducing% I am 'oping my pro!lm is simpl (may! I am ust not loo$ing in t' rig't plac)% r ar a f# dtails a!out my modl: &' structur is concrt and my sla! is dnd as a mm!ran% (#ll/ #'r I am c'c$ing columns it is a mm!ran/ it is dnd as a s'll ls#'r) &' li load in #'ic' i #is' to ta$ a rduction is calld E?6@IT? and I dnd it as load typ E?6GB? @IT?% Gndr optionsNprfrncsNli load rduction/ I 'a slctd inKunc ara SB?=9-% I am i#ing t' rsults !y slcting a singl column/ running an analysis/ and going to displayNs'o# ta!ls/ t'n slcting t' appropriat loads and c'c$ing &a!l: Bolumn >orcs undr >ram .utput%
I am running ?&FS Hlus T9%1%ny 'lp you could or #ould ! gratly apprciatd% Vic$ Find A Job or Post a Job Opening Click Here. nickers"ocker (Structural)
8 o 0= 1-:
I #as loo$ing in t' #rong plac%%%%apparntly @@E isn"t rKctd in fram forcs until aftr a dsign is run% &'an$s any#ay/ Vic$
4Craine (Structural)
2- .ct 0= 10:09
Ban"t I ust modl a spring stinss as rlatd to my soil su!grad modulus of raction/ and ri# t' rsults to dtrmin if I"m 'aing any uplift forcs/ instad of 3umping t'roug' 'oops3 to crat tnsionCcomprssion only springsClin$s+ Is t'is not corrct+ I"m trying to gt loads t'at ar to ! carrid do#n to my "mat" foundation undr my s'ar #all frams% @t m $no# if t'is is not corrct% &'an$s%
EB ll t'at is ncssary for t' triump' of il is t'at good mn do not'ing% ?dmund Fur$ $$$.tbastr!ct!res.com C"eck O!t O!r '"itepaper (ibrar). Click Here. stressed (BiilC?nironm)
o 0= 14:4
7s/ you can do t'is asily% Dodl t' !asmat foundation or footings as a sla! typ ara lmnt using sction proprtis ;uialnt to t' actual foundation or footing t'ic$nss% &'n slct t' !asmat or footings and ssignNS'llCaraNra springs% If you 'ad a su!grad modulus of raction of %2- ,ipin/ for xampl/ you #ould assign it as %2- ,ipin ara spring in t' local dirction (rtical)% 7ou #ould also nd to add soil springs in t' local 1 and 2 dirctions% ?it'r us springs/ or rstrain it in t'os inplan dirctions% ?n if your ms' c'angs/ ?&FS s'ould automatically 'andl t'os ara springs as you assignd t'm 4Craine (Structural)
- o 0= 10:-
&'an$s strssd for t' rspons% I $no# #" don t'is in EIS6 !for/ #'ic' you can modl #it' comprssion only/ !ut I gurd as long as ri# of t' soil springs s'o#d no tnsion/ t'n it #ould act as it s'ould% * did ust t'at #it' t' su!grad modulus of raction% o#r/ #'n applying t' raction to dirnt siA aras pr &rAag'i"s rsarc'/ # found conKicting formulas for 'o# you apply t'is% 6o you $no# #'at t' formulas ar+ I
'a a Fo#ls foundation !oo$/ as #ll as a -t' dition 6as >oundation !oo$% .n stats to multiply t' su!grad raction !y t' #idt' and on stats to diid !y it% I fl li$ it s'ould ! som#'r in t' middl% *'ic' on is corrct+ &'an$s%
EB ll t'at is ncssary for t' triump' of il is t'at good mn do not'ing% ?dmund Fur$ $$$.tbastr!ct!res.com stressed (BiilC?nironm)
- o 0= 18:-4
I"m not sur t'at I undrstand your ;ustion%%t' su!grad modulus rprsnts $/ rig't+ a prssur s dformation rlations'ip% Su!grad modulus is an ara alu/ so it"s 'andld on a pr ara !asis/ and nginring programs us t's alus to calculat nodal spring constants% .n a larg mat foundation/ you may 'a aria!l soil conditions supporting t' foundation/ !ut you could ms' your !asmat lmnts and ma$ multipl assignmnts to account for t'at% Sinc you"r modling t' !asmat foundation using ara s'll nit lmnts/ t' !asmat is not tratd as rigid% BSI 'as a spcial purpos program for dsign and analysis of foundations calld S >?% 4Craine (Structural)
< o 0= 9:-4
Sorry for a confusing ;ustion% 7s/ I agr $ is a prssur s% dformation rlations'ip $siCin/ or #'atr units you #ant to us% &'is rlations'ip of t' $ alu #it' t' s'ap and siA of t' foundation/ as discussd in 6as" >oundation ?nginring/ -t' ?dition/ dosn"t 'a a linar rlations'ip/ as on #ould assum% 6as claims t'at &rAag'i found a rlations'ip #it' dirnt aras (!caus $ is !asd on a 1"x1" plat and t'is could c'ang as t' siA of t' footing c'angs) and in 6as t'is rlations'ip is statd as $(1CF) #'r F is t' #idt' of t' footing (ft)% In Fo#ls" 2nd ?dition !oo$/ it stats t' rlations'ip is $F/ #'r F is t' #idt'% In !ot' txts/ t'y claim t' formulas ar drid from &rAag'i"s rsarc' in t' -0s% 6os anyon $no# #'ic' formula is corrct+ &'an$s% lso/ if you #ant to dsign your s'ar #alls corrctly/ t' footings in ta!s s'ould 'a soil proprtis !lo# to allo# for s'ar to ! transfrrd to t' Koor sla! diaprag'ms and not all to t' footing% &'is also 'lps rduc t' possi!ility of 'aing uplift on t' your footings !caus most of t' load on your #alls is t'n transfrrd to t' diap'ragm and !asmnt #alls as a rsult of t' allo#d momnt in t' footing !lo# your dsign in ?&FS% * do utiliA S>? for footings onc # 'a t' controlling loads on t'm from t' ?&FS analysis% &'an$s for your 'lp%
EB ll t'at is ncssary for t' triump' of il is t'at good mn do not'ing% ?dmund Fur$ $$$.tbastr!ct!res.com
p"!oc5n (Structural)
1- .ct 0= 22:9
I am analysing a air traUc control to#r% &' clint r;uirs us gi t'm t' maximum acclration of to#r% o# can I gt t' acclration from soft#ar ?ta!s of Sap + Find A Job or Post a Job Opening Click Here. drile007 (Structural) 19 .ct 0= 1=:40 llo/ I t'in$/ t'at you can gt acclration !y 6isplayC S'o# output ta!ls%%%rspons spctrum acclrations% &'y ar listd !y t' mod s'aps% op t'at #ill 'lp you 6ril00= stressed (BiilC?nironm)
o 0= 14:=
dril00= is corrct/ you can gt t'is info in t' output% Fut !for analysis/ you #ill nd to dn rspons spctrum function and ES cas(s)% &' 3factor3 is to scal to in currnt units/ and also to apply additional factors to matc' #it' !as s'ar
cen! (Structural)
1= .ct 0= 14:2=
llo fol$s/ I 'a a situation 'r: I #as c'c$ing t' foundation raction of a 9story concrt Kat plat structur% I #as only intrstd at t' graity loading (6@ and @@) &' raction from a column load ta$do#n (manually calculatd) appars to ! (20 to =-) lss t'an t' raction from ?&FS output% I c'c$d t'is on a !asic 1x1 !ay 4story structur in ?&FS and turns out t' raction is 10 mor t'an t' traditional tri!utatry loadta$do#n% It appars as if t' program intrnally applis a load factor% as anyon r ncountrd t'is situation or am i missing somt'ing+ %%%%I usd to considr myslf a comforta!l usr of ?&FS !ut t'is is $ind of frustratingPP 7our rspons is gratly apprciatd%
drile007 (Structural)
19 .ct 0= 1=:42
I t'in$/ t'at t' ans#r could ! in 'o# did you ms' t' Koors% 6ril00= o"need (Structural)
0 .ct 0= :0-
If you modl your Koors as mm!rans you #ill nd t'at t' distri!ution of ractions in t' columns matc's t'at if you prformd t' calculation manualy using tri!utary aras% &' dirnc in ractions is du to t' in plan stinss of t' Koor #'n modlling using s'll lmnts%
*omC (Structural)
12 Sp 0= =:-4
I 'a gnratd my static !as s'ar in ?ta!s #it' 3&im priod Bt(ft)Hrogramm calculatd3 and t' rsult ar dirnt !as s'ars in x and ydirction% Ffor t'at I 'a usd 3&im priod Dt'od 3 and t' rsult #r sam !as s'ar alus for !ot' dirction% 6os any!ody $no# #'y I gt dirt rsults for my !as s'ar and #'ic' is t' corrct #ay of gnrating t' !as s'ar+ 2ng<*ips For!ms is ember &!pported. Click Here to donate. 14 Sp 0= A"med4 (Structural) 14:-8 t'at is xpctd/ cuA u r using t' priod from modl analysis/ and ?ta!s ta$ing t' priod #'ic' 'a t' maximum mass participation in t'at dirction for xampl 1st mod 2%- sc #it' GO=0 G7O10 2nd mod 2%0 sc #it' GxO10 G7O12 rd mod 1%= sc #it' GO9 G7O<0 t' priod #'ic' is ta!s ta$ing to calculat t' static !as s'ar in L 7 dirction #ill !: &xO 2%- sc &yO1%= sc *omC (Structural)
18 Sp 0= -:1=
allo 'mdE/ t'an$s for your 'lpful rply% Dy pro!lm is no# t'at ?ta!s ta$s t' 10t' mod for y dirction and t'at rsults in an normous !as s'ar #'ic' is !yond a dsigna!l aluP s I 'a som ull @ins moing in t' animatd i# I guss t'is could ! t' rason for t' 'ig' mass actiation in t' 10t' mod% I"m going to c'c$ t'is% 6id you 'a similar ct anytim+ A"med4 (Structural)
i &om,B
21 Sp 0= 1:49
10t' mod is not rasona!l to m / usually 1st mods ar gorn% If t'r is no pro!lm in t' modl /I guss you structur 'a is sparatd or Kxi!l or slndr% if it is /so it is !ttr to us rspons spctrum analysis% for static analysis you may ta$ on of t' 1st mods #'ic' 'as t' largr mass participation in ac' dirction and apply it as usr dnd priod in ac' dirction /or us mt'od static analysis is approximatd mt'od any#ay rgards
Core)7#0 (Structural)
22 ug 0= 9:10
*'at is t' most common #ay to modl a on#ay concrt sla! in ?&FS+ drp181 (Structural)
28 ug 0= 1:2=
Gs a mm!ran lmnt and c'c$ t' 3Gs Spcial .n*ay @oad 6istri!ution3 !ox in t' *allCSla! Sction dialog% Da$ sur t' program 'as c'osn t' corrct dirction t'r s'ould ! an arro# s'o#n in t' dirction of t' span% A&C207 (Structural)
2 Sp 0= 1=:-
I scond drp181% Core)7#0 (Structural)
12 Sp 0= 8:0
*'y us t' mm!ran option and not s'll+ I t'oug't mm!ran only allo#s in plan strsss% 7ou can still c'oos t' on#ay load distri!ution #it' a s'll lmnt% 'illis: (Structural)
12 Sp 0= 1:44
Slcting a mm!ran option for a Koor lmnt in ?&FS triggrs ?&FS to us its intrnal tri!utary #idt' algorit'ms to calculat t' load distri!utions as o pposd to using tru !nding distri!ution as #it' a plat or s'll lmnt% &'is (using a mm!ran lmnt and t'us ?&FS !uilt in algorit'ms) rsults in muc' fastr runtims t'an using a plat or s'll lmnt !ut can lad to incorrct ans#rs if your Koor plat dos not !'a as t'ir algorit'ms assum (%g% if t' continuity cts ar grat tc)%
ton)1 (Structural)
29 ug 0= 1<:10
I nd to modl a structur #it' #aW sla!s% &' structur is ry irrgular and using t' tmplat for #aWs sla!s (i%% n# modl/ #aW or ?dit add to modl) #ill pro!a!ly do not'ing good% ny ida of approximations or tips of 'o# to !uild t' modl% It"s a 14 story !uilding% If I us #aW sla!s tmplat it"ll ma$ t' modl ry diUcult to #or$ #it'% *ill ta$ grat tim computr #is for t' dsign% ny idas ar 'ig'ly apprciatd% drile007 (Structural)
0 ug 0= 4:2-
&ry to !uild a 6 modl in Bad and t'n ma$ a 6> l/ #'ic' on you can import in to
?ta!s% I follo# t'is #ay and it"s #or$ing% 7ou can also try #it' Eit%%% 6ril00= A&C207 (Structural)
2 Sp 0= 1=:-2
r you going to dsign t' #aW sla! using ?&FS + I dou!t if it dos t'at% 7ou can put t' slf #ig't to Aro for a rgular sla!/ and put ;uialnt S6@ on t' sla! nmnts for raction purposs% lso/ you nd to proid crac$ing D.I 3Icr3 for dKction purposs% I 'op t'at 'lps%
Ciil*an! (Structural)
< Jul 0= 1:10
'i all/ ystrday I 'a ncountrd a ry strang outputs of ta!s% I #as analysing singl story structur/ load cas #as only #it' graity uniform loads on Koors (rigid diap'ragm)/ ryt'ing #nt so normal run t' analysis and aftr t'at i run t' dsignCc'c$( concrt fram/?uroBod2) i gt som longitudual rinforcmnt outputs for columns on t' scrn t'in$ing t'at t's ar normal rsults program supposd to crat% &'n I addd som additional(4) storys on top of t' ground Koor (load cas and cod #as sam)% Fut n no# t' structur #as comprisd of - Koor/ t' longitudual rinforcmnt #as sam #it' last rsult on t' ground Koor columns% It mad m t'in$ t'at longitudual rinforcmnt is proidd only #it' min prcntag spcid on cod(?urocod2) as long as concrt cross sction !ars all t' axialload capacity% ny ida++ Fst Egards/ C"eck O!t O!r '"itepaper (ibrar). Click Here. !rali#7 (Structural)
19 Jul 0= 1<:22
.f cours/ you st t' min L max alu for t' prcntag of rniforcmnt% Hls c'ang t' min alu to 0%001 and c'c$ t' stl r;uirmnt% op t'is 'lps B'rs A&C207 (Structural)
14 ug 0= 21:12
you nd to c'c$ t' min alus for column% If t'at is not !ing xcdd your output #ill not c'ang% try rducing column siA%
o"nclarion (BiilC?nironm)
18 Jul 0= 1:-2
i 6ar frinds I nd to modl s'ar #all for pus'or analysis % 6os any!ody $no# 'o# can I do it + in gnral/ 'o# can I do pus'or analysis s'ar #all structur in or ?&FS+ drile007 (Structural)
19 Jul 0= 2:-4
In a f# #ords: 7ou must modl a #all #it' >ram Sctions and t'n dn >ram onlinar ing Hroprtis% &'n you assign t'is ings prop% to prior dn fram sctions prop%% xt stp is to dn Static onlinarCHus'or Bass%%% 6ril00= o"nclarion (BiilC?nironm)
19 Jul 0= 8:48
6ar 6ril o# can I dn #all as fram sction+ may you plas xplain for m 'o#+ for xampl if I dn #all as column/ s'ould I dn a column instd of #all #it' t'at dimnsion+ 'lp m plas drile007 (Structural)
19 Jul 0= 9:1-
7s/ if t' #all t'ic$ns is 20cm and lng't <00cm t'n you dn column 20C<00cm% .t'r#is you can"t modl t' EB #alls% F carful #it' local axs%%% I could snd you a larg modl #'r I don pus'or analysis on old masonry structur strngt'nd #it' rinforcd concrt #alls%
6ril00= o"nclarion (BiilC?nironm)
21 Jul 0= 1:
6ar 6ril/ s you $no#/ I modl s'ar#all as column/ !ut #'n dn it/ I could not undrstand #'at s'ould I do #it' lngt' of !ams #'ic' ar connctd to t' #alls% !caus in t'is cas/ t' lngt' of !ams s'ould prolongPPP may you plas 'lp m a!out t'is+ Egards drile007 (Structural)
22 Jul 0= =:01
7ou s'ould modl a !am #it' t#o sctions: 1) Eigid !ody in t' ara #'r !am crossing t' #all (insid t' #all)Nt'at"s rig't/ prolong t' !am to t' cntr of t' #all% 2) Egular !am outsid t' #all ara%
HS: Sorry for my ?nglis'%%% 6ril00=
imka (BiilC?nironm)
19 Jun 0= 10:-
I 'a a !am and i #ant to assig'n t#o uniform loads/&' rst is for all t' lngt' of t' !am !ut t' scond is only for a part of t' !am(in t' middl of t' !am)Is t'r an asy #ay++++ slickdeals (Structural)
2 Jun 0= =:1
&'r ar 2 t'ings you can do% 7ou can it'r suprimpos t' loads or us 2 dirnt load cass% 7ou #ill 'a to diid t' !am into smallr parts and assign t' loads or t'm% >or xampl/ if you 'a a !am #it' 1 $lf load or t' ntir lngt'/ and an additional 0%- $lf or t' middl t'ird% 6iid t' !am into % Slct lin N ?dit N diid% .nc t' !ams ar diidd you can c'oos to suprimpos and you #ill nd up #it' 1 $lf ac' on t' 1st and rd t'irds and 1%- $lf or t' middl t'ird% & nant'a imka (BiilC?nironm)
2 Jun 0= 1<:42
&'an$ you ry muc' stressed (BiilC?nironm)
1< Jul 0= 1-:0=
ctually/ you can assign t#o uniform loads #it'out 'aing to it'r diid t' fram or dn anot'r load cas% *'nr you assign distri!utd loads to a fram/ t' dialogu gis options for !ot' trapAoidal load and uniform load% 7ou can assign t' trapAoidal load (#'ic' can ! uniform) for part of t' fram/ and t' uniform load applis to t' ntir fram in addition to t' trapAoidal option%
;!nbl!es (Structural)
1 Day 0= 11:19
llo/ I"m 'oping you can 'lp% I 'a a !uilding modlld #it' a momnt oint running t'roug' it/ so ssntially it"s t#o sparat !uildings% *"r loo$ing at #ays to conncting t' t#o to proid a s'ar connction to s'or up on of t' !uildings #'n t'y mo sid!ysid% o#r it #ill still allo# momnts 3a#ay3 from ac' ot'r% It is possi!l to modl t' !uilding points along t' connctd fac in suc' as mannr as to account for t's cts+ &'an$ you% Find A Job or Post a Job Opening Click Here. s"a"eed (Structural)
4 Day 0=
=:44 i I 'a not 'ad muc' xprinc #it' t'is myslf !ut I dar to suggst t'at #ould nd to us som sort of 3lin$3 lmnt at t' points #'r t' !uildings ar oind% lso I !li if you us a lin$ systm you nd to carry out a non linar analysis% Day! som on ls #ould 'a a !ttrCsimplr #ay of ac'iing #'at you r;uir or could la!orat on t' a!o suggstion% A&C207 (Structural)
2- Day 0= <:09
I fail to undrstand your ;ustion% 7ou #ant to 3s'or3 up t' !uildings #'il allo#ing to 3mo3+ Bould you la!orat your ;ustion + t'an$s !rali#7 (Structural)
4 Jun 0= 1-:-9
un!lus o# a!out pounding ac' ot'r+ 6id you considr t'at+ Is it for t'rmal xpansion only+ Just s/ if possi!l !y xtrnal rstraint at t'os points+ I undrstand t'at you ar trying to us s'ar #alls along t'is plan to rsist t' s'ar from !ot' t' !uildings Is it corrct B'rs
in! (Structural)
2 pr 0= 14:0-
i ryon/ I #as #ondring if anyon 'as tips on 'o# to modl a stl fram on ?&FS only for graity loading and stimating foundation raction% (no latral forc) &' structur is: 1 story stl fram ('ig' and lo# roong) roof oist and dc$ systm I modlld t' structur as: all !ams L oists O pinpin columns O cantilr graity columns running t' modl t'is #ay gnrats a num!r of rrors and to trmination of analysis% I #ill ! r;usting tc'incal support on t'is issu from BSI% Fut/ i #ill apprciat your 'lp% &'an$s Inu
r)ansteel (Structural)
< Day 0= 2:4-
i $no# your cantlr columns ar xd at t' !ottom(for stl/ pin support is dfault)/ rig't+ ta$ tim in rmoing #arnings and rrors its part of lif in ?&FS% A&C207 (Structural)
24 Day 0= 18:-2
numrous rrors indicat t'at t'r ar s'ortcomings in your modl%%%you ar apparntly a !ginnr%%%ytr going to BSI #!sit and us #atc' and larn for ?&FS%%%I 'op t'at 'lps%% !rali#7 (Structural)
4 Jun 0= 1-:--
Inu Bould you plas loo$ at t' lnam%Qog l in t' run foldr% Just c'c$ t' part 3Hrcntag of ?rror3lo!al >orc Falanc/ #'ic' #ill gi you fair ida on Hrint StaticC6ynamic c'c$% .r @oo$ at t' dformd s'ap/ #'t'r it ma$s any sns+ or @oo$ at t' mod s'aps/ if you ar as$d for it/ it may also gi som indication B'rs
;art"J (Structural)
1 Jun 0= 22:-2
In a !uilding #'ic' 'as som lls !lo# grad t' ultimat ll of footings #ould !/ of cours/ at t' !asmnt ll% &' soil around t' !asmnt #ould 'a/ potntially/ a larg impact on proiding rstaint against latral art';ua$ momnt% I"m #ondring 'o# ot'rs 'a modlld t' 'oriAontal rstaint of t' soil% oriAontal springs+ 2ng<*ips For!ms is ember &!pported. Click Here to donate. !rali#7 (Structural) 4 Jun 0= 1-:-0 i art'J 7s soil springs can ! assignd to rprsnt t' passi rsistanc of soil% Hlas ri# your assumption/ is it rally r;uird !coA/ lot of !asmnt rtaining #alls #ill ! t'r to rsist latral s'ar% B'rs matri%eric (Structural)
19 pr 0= 1=:02
llo ll: I am modlling a 10 story concrt 2#ay sla!Cconcrt columnsCconcrt s'ar #all modl in ?&FS% I 'a dnd t' concrt 2#ay sla! as a s'll%
o# coming to t' pro!lm/ t' ractions I o!tain at columns ar X-0 of #'at I o!taind from column (mad sur t'at column is far from t' cor) load ta$ do#n for coupl of columns% I 'a trid c'c$ing ry possi!l caus for rror !ut 'an"t found any logical xplaination of #'y t'is is 'appning+ ny 'lp #ill ! gratly apprciatd PPP in! (Structural)
2 pr 0= 9:4-
i/ s I undrstand t' situation it sms li$ t' load from t' s'll is not distri!utd to t' !ams (columns) in a t#o#ay fas'ion% I #ould suggst t'at you ms' t' s'll lmnt aftr you assignd t' surfac loads (slf #t/ li load/ sno# load %% or #'atr) If you ar using ?&FS rsion 9%0%8/ try SSIN>ED?C@I?NG&.D&IB >ED? SGF6ITI6? SSINE?CS?@@NG&. D?S (ma$ sur to $p a tmporary !ac$up of t' l !for ms'ing)
!rali#7 (Structural)
4 Jun 0= 1-:4=
i matrixric I #ould suggst to go a'ad #it' inu"s suggstion if # ar aiming for ralistic distri!ution% ?spcially it 'appns for cornrCdg columns/ #'r forc #ill ! ry lss compard to manual tri! ara calculations% If # #ant to matc' #it' manual mt'od/ plas go a'ad #it' mm!ran option and connct t' !ams (null) on ac' rtical lmnt% It matc's #it' manual calculation% Hlas also c'c$ #it' &ri!utary ara for ac' column in t' ?&FS output% B'rs
"annes9 (BiilC?nironm)
11 Jan 0= 10:8
i fol$s/ iYm still rally un'appy !y ms'ing Koors #it' aras% I 'andld to ms' t' gomtry manually/ #'ic' is irrgular/ in six !ig ;uads% So far t' modl runs #it'out #arnings% I trid to gnrat a nr ms' !y diiding t' aras into su!lmnts to gt t' propr dformation of my Koor% Fut t'n I rci t'at som aras ar too clos !y c'c$ing t' modl% Somon ga m t' 'int to dlt t's aras and r!uilt t's aras manually (t'an$s ciilungo)% So far so good if t' num!r is small% In my xampl t' num!r of aras #'ic' ar too clos is a!out 100% So I 'a no c'anc to rdra# t's aras manually% Dy ;ustion is actually rally simpl/ 'o# can I ms' irrgular Koor aras in ta!s+ .r ar t's #arnings 'armlss+++ IYm rally dprssdZIYm #ondring t'at no!ody 'as any pro!lms !y ms'ing Koors in ta!s (I us rsion 9%0%=) &'an$s a lot
'anns zeemas (Structural)
22 Jan 0= -:18
i In my opinion if you 'a ry rgular !uilding t'n go for uto ms'ing/ !caus as you $no# t'at manual ms'ing ma$s t' lif so muc' diUcult spcially rc'itcts ar inold too muc'% ny #ay if you #ant to go for manual ms'/ I 'a on mor mt'od #'ic' i usuall do% Da$ a ry !asic modl and xport to E.F.& or G&.B6/ gnrat t' ms' if you ar using E.F.& !y num!r of ms'ing mt'od or ust crat manual ms' in G&.B6 and t'n import !ac$ to ?&FS/ ssign proprtis and loads and annalys/ t'is is my xprinc t'at c'ancs of #arnings ar ry lo#% lso for #arnings i tll you on t'ing/ if rror is lss t'an ?xp11/ t'n I t'in$ you can nglgt t' #arnings/ in t'is cas c'c$ t' ractions and ot'r t'ings carfully% opa1# (Structural)
28 Jan 0= 12:11
you can also !uild your Koor modl in saf and xport it as dxf a!d t'n ta$ it to ta!s% zeemas (Structural)
29 Jan 0= 2:2<
can do #it' S>?/ !ut many placs ms' aspct ratio !coms ry !ad/ #'ic' can caus t's #arnings again% ;art"J (Structural)
1 Jun 0= 2:4
I gnrally us automs' and control t' ms'ing at spcial locations #it' grids andCor null lins% I #ould loo$ at your forc !alanc of your modl and t'n I #ould loo$ at 'o# many digits of accuracy ar !ing lost% &'y don"t sm to #orry too muc' if t'r ar six digits or mor lost% 7ou must gain condnc in your rsults% Emm!r you can us t' procss of limination to gt rid of your pro!lm/ study t' forcs and dKctions of t'is n# modl and t'n compar #it' t' modl t'at 'as t' trou!l% &'is may ! a #ay to gain som condnc in rsults% op t'is 'lps
r)ansteel (Structural)
1 Day 0= 9:44
i t'r ryon/ Bod says lmntsCodcts not part of latral forc rsisting systm nds to ! dformation compati!l% i"d li$ to $no# if t'r is a logical #ay to modl for 6formation Bompati!ility+ 2ng<*ips For!ms is ember &!pported. Click Here to donate. ;art"J (Structural)
1 Jun 0= 2:19
I !li #'at is mant !y 3dformation compati!l3 is t'at t' mm!rClmnt #ill prform or suri aftr t' xtrm nt% &'r can ! arious dtailing r;uirmnts
for mm!rs t'at ar part of t' latral load rsisitng systm (@@ES) !ut t's r;uirmnts don"t ncssarily apply to mm!rs t'at ar not part of t' @@ES% Dy undrstanding is t'at mm!rs not part of t' @@ES can"t fail during an art';ua$% So I !li t#o anlyss must ! don% .n #it'/ and on #it'out/ t' lmnts t'at ar not part of t' @@ES% &'s mm!rs must still ! a!l to rsist t' factord forc cts so t'y don"t collaps during an ?[% op t'is 'lps
"ippo11 (Structural)
4 Jan 0= 1=:42
I am modling a stlframd !uilding t'at 'as som nonstructural masonry partitions t'at #ill ! inlld KoortoKoor (as opposd to continuous) aftr t' stl s$lton is !uilt% o# can I modl t's #alls corrctly+ IYd li$ to 'a t' mass rprsntd corrctly/ !ut I donYt #ant t' masonry partitions to contri!ut to orall latral stinss/ or to local stl !am stinsss% *ould it ! propr to us a mm!ran o!ct !ut #it' an f12 rlas+ I guss I could ust account for t' nonstructural masonry as @in @oads !ut t'os loads could ! tdious to input on all t' indiidual !ams% &'an$sP C"eck O!t O!r '"itepaper (ibrar). Click Here. 'illis: (Structural)
- Jan 0= =:41
Just us t' lin loads or conrt it to a rasona!l uniform load it #ill ! lss 'assl in t' long run% tpist (BiilC?nironm)
- pr 0= 1<:-0
good ida to conrt t' masonry partitions to a surfac load/ !caus #'n an art';ua$ occur/ t' collaps of t's partitions #ill ! in t' rst sconds/ so t's lmnts ar rally don"t contri!ut !y t'ir latral stinss/ t'y contri!ut !y t'ir mass% I 'a rad a!out t'is from a grat scintist (to conrt partitions to a surfac load on t' sla! or dc$)% So if u don"t #ant to modl t' sla! you can us a 'oriAontal lmnt li$ sla! ( i forgt a!out t' nam of t'is lmnt) #'ic' don"t man anyt'ing (no mass/ no stinss) aftr u assign you surfac load on t'is lmnt/ t'n loads #ill ! transfrd to !ams #it' t' soft#ar procsss% &'is fatur gi you an accurat rsults aftr TIB&.E 6TI6.BBI% A&C207 (Structural)
2- Day 0= <:1-
I"d us a lin load conrt from psf to plf P
CHA4(2&79 (Structural)
0 pr 0= 18:=
i ry!ody/ I"m n# to t'is forum and it sms ry usful%I 'a a ;ustion%o# can you dsign a
slndr column in ta!s+ .r #'ic' is t' factor t'at I s'ould c'c$ to gt a corrct dsign+ &'an$s ry!ody in adanc% 2ng<*ips For!ms is ember &!pported. Click Here to donate. zeemas (Structural) Day 0= 0: ?&FS 'as capa!ility to c'c$ slndrnss of column according to slctd cod% In t' dsign c'art ?&FS dosnt s'o# t' slndrnss ratio !ut it c'c$s accordingly/ and n if you 'a som dou!l story 'ig't column/ ?&FS #ill considr t'at lngt'% &ry it \ r)ansteel (Structural)
< Day 0= 2:-<
7GHP ?ta!s ta$s car of slndrnss(its t' only >? sof#ar I $no# t'at dos it)% Fut 3somtims3 unralistic slndrnss ratio 'appns/ !ttr c'c$ on o!cts t'at giso ry'ig'(unralistic) 6CB ratio !y clic$ing 3or#rits3%
rmedina1 (Structural)
4 Day 0= 9:-=
I" !n modlling a stl fram !uilding #it' momnt connctd !ams acting as t' latral systm% *'n I run t' program #it' t' auto slct list and run a stl dsign/ I gt t' largst mm!r in t' auto slct list assignd to t' latral !ams% I trid rmoing t'at mm!r siA from t' list/ and rrunning t' analysis and dsign/ only to gt t' nxt largst mm!r% B'c$ing t' strngt' and dKction ratios of t' mm!r/ I am #ll !lo# t' limit for failur% 6os anyon $no# #'y t' program isn"t dsigning t' !ams appropriatly/ is t'r somt'ing i nd to c'c$ #it' t' or#rits% ny 'lp #ould ! gratly apprciatd% C"eck O!t O!r '"itepaper (ibrar). Click Here. r)ansteel (Structural) < Day 0= 2:i t'r/ I t'in$ #'n u us utoslction in dsign t' sction t'at gts slctd 'as somt'ing to do #it' t' controls of driftCdisplacmnt of a iont/ and if no targt drift spcid it #ill slct t' sction t' gis smallst driftCdisplacmnt% try t'is "ttp/$$$.csiberkele).comDa5?2*AB&."tmlEsDdo
(eon4estrepo (Structural)
1- >! 0= 1=:0<
'o# do i calculat t' drift #it' ta!s / #'n t'r is no common points !t#n adyacnt storis% #'n i ntr a multito#r !uilding ta!s only gis m t' drifts of storis t'at 'a common points #it' t' nxt story% Find A Job or Post a Job Opening Click Here. rad!gros! (Structural)
21 >! 0= -:-
7ou 7ou rally rally 'a t#o options% options% 1% >ind points t'at ar rasona!ly clos to t' sam rtical on ac' story of intrst and comput t' drift yourslf% 2% &ry 'ardr in nding points on t' sam rtical and lt ?ta!s comput t' drifts% &'r"s no nd to nd corrsponding corrsponding points from t' !as all t' #ay to t' top/ you ust nd to nd t'm on groups of storys% Eadu
*!rkis"engineer (S (Structural)
1- Jan 0= 8:09
i ry!ody/ I"m n# to t'is forum and it sms ry usful%I 'a a ;ustion%o# can you (or can you ) dsign a !uiltin column in ta!s+&'an$s ry!ody in adanc% C"eck O!t O!r '"itepaper (ibrar). (ibrar). Click Here. Here. 2 Jan 0= zeemas (Structural) =:-= i/ >or dning !uilt up column go to fram dnition and slct add IC* sction or any ot'r sction typ #'ic' you #ant to us and input t' proprtis% lso if you #ant to dn taprd sction or sction #it' aria!l dpt'/ dn t#o sction #it' dirnt dpt' and slct non prismatic sction/ dn start sction/ nd sction and t' lngt'% &urn on t' xtrusion in cas to s t' xact dirction you #ant% op it #ill #or$% \ era8# (B (BiilC?nironm)
10 Jan 0= 9:1-
llo to ry!odyP I" ust discord your forum and I t'in$ I"ll oin it ry fr;untly/ fr;untly/ it"s rally intrsting%%%% I 'a a pro!lm #it' ta!s%%% I crat t' modl of a !uilding using !ot' fram and #all lmnts/ !ut #'n I opn t' mnu 3displayst output ta!l mod3 I can"t c'oos t' option 3#all forcs3 !caus it is not #rittn in !old c'aractr% *'at did I do #rong+ &'an$s a lot for you 'lp zeemas (S (Structural)
2 Jan 0= <:4-
i Tra >or gtting #all output you 'a to assign t'm as Hir and spandral (S tc'nical documnt in ?&FS ?&FS manual to $no# a!out t' @a!l option) do t' analysis/ run t' #all dsign/ aftr t'is procdur if you c'c$ t' ouput ta!l you #ill ! a!l to gt #all forcs% FstPP \
rmedina1 (S (Structural)
1= Jan 0= 1<:-4
y/ i" !uilt up a fairly larg modl #it' a curd oist roof% It"s composd of a!out 10
!ays and i"m trying to modl t' roof using a sris of null aras to try and approximat t' roof"s actual curatur% curatur% I"m also inputting my o#n #ind loads/ not using t' #ind coUcints or any automatic #indload% o# #'n i run t' modl n t'oug' i" applid t' #ind loads to t' curd roof aras t' structural fram dosn"t rspond to t' loading% 6o i 'a to attac' t' aras aras to ac' nod of t' roof indiidually/ or do i nd to gi t' roof som sort of proprty suc' as sla! on dc$% I"m currntly using ?&FS %8 any 'lp #ould ! apprciatd% 2ng<*ips For!ms is ember &!pported. Click Here to Here to donate. stressed (BiilC?nironm)
20 Jan 0= 11:48
7ou 7ou 'a to dra#Cms' dra#Cms' t' null aras aras at oints oints to distri!ut load to t' oints% oints% ltrnatily/ you can dn your o#n dc$ mm!ran ara/ !ut #it' a matrial #it' no #ig't or stinss (tiny modulus alu)/ and ?&FS #ill distri!ut ara loads t'at you assign for #ind/ as distri!utd loads along t' frams%
ciil!ngo (S (Structural)
28 Sp 0< 1:9
'i: i"m modling a 0 Koor !uilding in i]a dl mar (c'il)/ i assignd mm!ran as a Koor sction/ i 'a usd a spctrum function as r;uir B'4of9< c'ilan sismic cod% my pro!lm is t'at i" assignd rigid diap'ragm in all Koors t'n i run t' program an #'n y loo$ oint displacmnt i #atc' in load cas oints mos togt'r !ut #'n i #atc' t' oints displacmnt displacmnt on any any load com!ination com!ination it dos not $p t' t' condition of rigid rigid diap'ragm%
rgards +i5!an (B (BiilC?nironm)
1 .ct 0< 20:-4
7ou 7ou 'a to assing assing t' diap'ragm diap'ragm to ac' ac' ll/ so so at t' nd you #ill 'a 'a 0 diap'ragms% diap'ragms% Blic$ on t' 3plan i#3 and go on !y on/ t' nam of t' diap'ragm 'a to ! dirnt for ac' Koor Tiene que asignarle el diafragma a cada nivel por separado, al nal tendra 30 diafragmas asignados. Le da click a "plan view" y va uno por uno, los nombres de los diafragmas tienen que ser diferentes en cada piso
+i5!an drp181 (Structural)
.ct 0< :1
&' rsults rsults from a rspons rspons spctrum analysis analysis rprsnt rprsnt t' maximum alus alus at any any
tim% &' rsults for displacmnts displacmnts of t' points in t' rigid diap'ragm diap'ragm #ill 'a pa$ alus t'at occur at dirnt tims/ maning t'at t' dKctd s'ap #ill appar to iolat t' rigid diap'ragm constraint/ t'oug' it dos not% Ffor procding #it' t' dsign/ ! sur t'at you fully undrstand t' n points of rspons spctrum analysis% It is not t' sam as simpl static analysis/ and s'ould ! tratd accordingly% accordingly% >or instanc/ all signs ar ar lost as a rsult of t' com!ination of mods/ and t'rfor t' cod c'c$s must ! don assuming t' #orst com!ination of dirnt dirnt forcs (i%% axial forc and momnt)% ciil!ngo (S (Structural)
4 .ct 0< 1:08
t'an$s/ !ut i don^t undrstand #ll/ if i loo$ t' modal displacmnt (ac' on t' dirnt mods) mods) t' structur s'o#s t' displacmnt displacmnt of t' oint ta$ing into account t' diap'ragm rigid condition%%% all of t's momnts ar rprsnt as t' rsult of t' spctrum analysis for ac' mod%%% !ut t' ;ustion is: #'at dos t' displacmnt displacmnt of ac' nod t'at t' structur s'o#s rprsnt in t' spctrum analysis rspons (all mods suprimposd !y B[B) + is t' spctra rspons displacmnt displacmnt cas t' maximum alu of displacmnt displacmnt of any nod in ac' mod+ i t'in$ it s'ould ! t' suprimposd !y B[B rspons from t' dirnt mod s'aps 6i;uan : t'an$s/ !ut t' rigid diap'ragm dnition can ! usd t' sam in all Koors !caus it associats all t' oints slctd into a mastr oint in ac' Koor%% !ut if i #ant to us t#o rigid diap'ragm in ac' Koor i nd to us t#o difrnts rigid diap'ragm diap'ragm assignmnt% stressed (BiilC?nironm)
1 .ct 0< 8:-2
&' oints on your your Koors #ill #ill moCdKct moCdKct togt'r racting racting to inplan inplan latral latral loads #it' #it' a rigid diap'ragm/ !ut #ill not mo togt'r #it' load com!inations if load componnts of t' com!ination includ non latral loads/ suc' as 6ad or @i loads in graity (\) dirction% &' rigid diap'ragm lin$s oints togt'r t'at ar racting to inplan forcs (mm!ran ara local 1 or 2 dirction)/ dirction)/ and dos not lin$ togt'r oints racting racting to loads coming from ot'r dirctions% dirctions% &'at is li$ly #'y you s oints on t' Koors moing togt'r racting to rspons spctrum latral loads/ !ut not to load com!inations including ot'r load cass% plopez (Structural)
1- o 0< 1<:49
Harc ;u stas considrando com!inacions d cargas ;u tinn stados d carga sismicas y l B[B t 'ac una distorsion d los dsplaAamintos ;u parcira ;u l diafragma s dforma% ay ;u ricar las dformacions ;u s producn por cada modo sparado% sparado% ciil!ngo (S (Structural)
2- o 0< 2:42
si plopA/ stoy considrando considrando cargas sismicas sismicas o!tnidas con B[B mas cargas cargas staticas s cirto ;u s dforma con llas y tins raAon/ ri;u las dformacions por modo y lugo aplico la proporcion con la masa modal d cada uno d los modos% gracias t'an$s ry!ody opa1# (S (Structural)
21 6c 0< 8:0-
#ll s'ould i gt dsign load from Dx max and its corrsponding Dy and max or Dx max and Dy max and max + s"dma (Structural)
12 Jan 0= 8:29
i+all Eigid diagram rducs t' dgrs of frdom and ma$s t' modl run muc' fastr% If you don"t includ s'll lmnt #it' t' rigid diap'ragm/ you can"t o!tain !nding momnts and s'ars for sla! dsign/and t' !nding momnts and s'ars for t' !ams is samllr t'an t' ral situation/ t' !nding momnts and s'ars for t' columns is mor t'an t' ral situation% usually I modify t' I stinss for t' !am to simulat t' ral situation% ccording to som B.6?S amplify 2 tims% ood luc$ S'dma
rmedina1 (Structural)
9 Jan 0= 1-:-
I modlld and dsignd a complicatd curd truss on ta!s and no# i"m trying to gt an output of t' dsign forcs% I manag to gt t' ta!ls for all t' mm!rs/ !ut du in part to t' curatur and 'aing to modl it as a sris of straig't lins i nd up #it' a lot of data% Is t'r any#ay #'r i can ma$ ?ta!s ust gi m t' #orst cas loading cass usd for dsign+ Find A Job or Post a Job Opening Click Here. drp181 (Structural) 9 Jan 0= 19:2= *'n you print output data/ t'r is an option to print 3?nlops .nly%3 If you slct only t' dsign load com!inations for t' output/ t'is #ill gi you t' nlop loads/ !ot' maximum and minimum/ #'ic' ar t' sam as t'os usd intrnally !y ?&FS for dsign%
eepman> (Structural)
< Jan 0= 1<:1<
*'at dos a oCs R mssag man on ta!s #'n doing concrt dsign+ drp181 (Structural)
9 Jan 0= 19:24
.CS R signis 3S'ar strss xcds maximum allo#d3 i%%/ a s'ar failur%
)abi (Structural)
Sorry if t'is is a simpl ;ustion/ !ut I am n# to ?&FS%
24 6c 0< 4:4
In analysing a !uilding aftr dning t' loads (dad/ li/ #ind and art';ua$/ # also 'a to dn load com!inations and c'oos t' sr cas for ac' lmnt !asd on t's load com!inations% o# can I dn load com!inations in ?&FS+ 2ng<*ips For!ms is ember &!pported. Click Here to donate. )abi (Structural) 24 6c 0< -:04 I nd 3@oad Bom!ination3 command undr dn mnu% o# my pro!lm is 'o# to assign t's load com!inations to t' !uilding+ ciil!ngo (Structural)
2- 6c 0< 22:
you must s your dsign cod/ for xampl on of t' BI1899 load com!ination is 1/46 5 1/=@ t'n to dn t'is load cas you must 66 n# com!o%%% t'n slct 6?6 Static @oad and slct as Scal >actor 1/4 t'n prss 66 Futton/ t'n slct @IT? Static @oad and slct as scal factor 1/= t'n prss 66 !utton )abi (Structural)
2< 6c 0< :08
6ar ciilungo &'an$s for your rply% I #as a!l to dn a load com!ination as you mntiond% Dy pro!lm is 'o# to assign t'is load com!ination to t' structur+ &'an$s in danc ciil!ngo (Structural)
28 6c 0< 1=:4-
load com!ination is ust a array of loads cass in your structur t'at srs to calculat forcs/ strsss and dKction !ut you don"t 'a to assign load com!ination to t' structur/ you ust 'a to assign loads (6?6/ @IT?/ ?E&[G[G?/ ?&B) and t' load com!ination ar indpndnt from t' structur% )abi (Structural)
0 6c 0< 1:12
&'an$s% I didnt $no# t'at% &'rfor assigning !asic loads (6?6/@IT?/?[ and #ind) #ill ! noug' and load com!inations #ill ! don automatically% t'an$s again
"annes9 (BiilC?nironm)
2 6c 0< 9:49
llo/ I try to ms' manually a Koor of an irrgular gomtry !y diiding t' ara at lins (s'll lmnts)% *'n I c'c$ t' modl/ I gt t' #arning mssag: aras 3ar too clos at points%%%3% as anyon an ida 'o# I can x t'is #arning% I"m not a!l to ms' t'is gomtri propr% In t' man#'il I"m totally 'lplss% &'an$s a lot% ciil!ngo (Structural)
2- 6c 0< 22:2=
i t'in$ you s'ould run 3mrg points3 comand and 3c'c$ Dodl3 in analyA mnu t' rst comand #ill nd any oint and oin into on #'n t'y ar narst (lss t'an t' tolranc)
t' scond comand #ill nd any irrgularity from your structur li$ orlaping aras or lins and it #ill slct all t' lmnts #it' pro!lms%%% t'n i us t' comand 3S'o# Slction .nly3 in i# mnu to s'o# ust t' lmnts t'at 'a pro!lms% sorry !y my grammar "annes9 (BiilC?nironm)
2= 6c 0< =:28
t'an$s for t' ans#r% t' command mrg points is a po#rful command #'ic' i 'a not $no#n% t'an$s% !ut i"m still not a!l to x t' follo#ing #arning: 2% G/ >4 L >41 ar too clos% B'c$ at (1=9/<22/298-//1-) 2% G/ >41 L >414 ar too clos% B'c$ at (1<1/80/2<2/212//1-) B'c$ Slctd .!cts% i o!taind t'is #arning aftr diiding t' ara #it' t' command ms' aras%%% i can slct t'm/ !ut t'n i 'a no ida #'at t' nxt stp is% i trid to us t' command mrg points aftr slcting all o!cts and points% !ut t'is command don"t x t' pro!lm%
t'an$s a lot ciil!ngo (Structural)
28 6c 0< 1=:40
noP mrg points ust #ants for any piont nar from ot'r point lss t'an your tolranc and it conrt into ust on point/ !t in your cas i prr ras and crat n# su! lmnts >4 >41 >414 %%% i t'in$ is mor asy !y
bli"p (Structural)
28 o 0< 18:11
'i i 'a a !uilding #'r i 'a a coupl of columns rlatily clos to anot'r and am nding t'at t'y ar attracting axial loads undr a latral load only cas (i no graity or li loads)% &' columns ar pinnd and t'us it cant ! fram action (and t' rsults s'o# t'y ar carrying no s'ar)% So t' columns only 'a axial load in t'm/ no s'ar% I 'a modlld t' sla!s as s'lls (i < dof)M do you t'in$ t'is may ! a caus of t' pro!lm+ (i dont #ant to spnd a day trying somt'ing t'at is unli$ly to ! t' pro!lm%%%) I 'a also trid rning t' ms'/ #'ic' did 'lp !ut didnt alliat t' pro!lm% &' only t'ing t'at did 'lp #as rducing t' stinss of t' sla! to a ry lo# alu of modulus (i 1 of full ?)/ !ut im un'appy #it' t'is for ot'r rasons% I can only assum t'at t'y ar acting as som sort of coupld truss t'roug' t' sla!% s i am using ?&FS to dsign t' corsC#alls/ i #ant to 'a all t' sta!ility to ! ta$n !y t' corsC#alls and not ! lost in ot'r lmnts% I #ill nsur t's ot'r lmnts ar o$ undr latral loads sparatly%
any suggstions+ many t'an$s in adanc
3a #is man $no# 'is limits3 anon% !li'p
daniela1# (BiilC?nironm)
2 o 0< 14:-9
I"m a n#comr and I"d li$ to say you llo% o#/ I 'a a ;ustion for you/ 'op you can 'lp m: #'at"s t' difrrnc !t#n modlling concrt s'ar #alls li$ s'll or mm!ran+ *'ic' is t' most connint solution+ &'an$ you and 'a a good day% C"eck O!t O!r '"itepaper (ibrar). Click Here. ciil!ngo (Structural)
2- o 0< 2:=
you may modl s'ar #alls #it' s'll lmnts/ !caus t'y rprsnt s'ar and Kxural dformation li$ fram (try ma$ing som xampls)% mm!ran i us li$ sla! to distri!ut t' loads from Koor to #alls% !y daniela1# (BiilC?nironm)
2< o 0< :44
&'an$ you for your ans#r ciilungo% o# I 'a anot'r ;ustion for you: I us for t' sla! modling s'll lmnts and aftr runing t' program I can o!tain t' strsss on t' sla!% o# do you procd for calculat sla!s+ nd/ anot'r ;ustion: do you us auto ms' for ms'ing t' #alls and sla!s or do you ma$ it manually+ a a good day% ciil!ngo (Structural)
< 6c 0< =:1-
t'r is no rason to ma$ ms'ing manually/ #'at do you man a!out calculat sla!s+ strsss+ forcs+ _'a!las spa]ol+ ciil!ngo (Structural)
< 6c 0< =:-<
#'n i 'a usd m!ran i ma$ ust on sla! pr Koor/ !ut #'n i us s'll i prfr to us a ms'd Koor to rn t' rsults in it% t' pro!lm #it' automs' is t'at t' program ms' #it' s;uar s'ap and t'n # could 'a pro!lms #it' ar;uitctur%%% somtims it sms a good option%%% !ut only in s'll Koors% if you tst #it' som xampls you can s t'at t'r is no rason to ms' #alls%% it ma$s mor complx modl%
i attac' an xampl% t'is is a 29 Koor apartmnt !uildind in concon c'il "ttp/$$$.gigasize.comget.p"p#17111costa?de?montemar.rar
asteri%C (Structural)
o 0< 9:04
i/ i"m from B'il and i"m dsigning a 2< story !ulding t'at nds to ! modlatd ta$ing in acount t' Kxi!ility in plan of t' Koor% ormally i #old us sral (2 or )diap'ragms pr story #'n important discontinuitis in t' Koor ar prsnt/ !ut i 'a 'ard of popl using smirigid diap'ragms instad to do t'at% I 'a rad ry manual i 'a found to undrstand t' modlation/ !ut i still don"t nd a formal xplanation t'at can ma$ m trust in t'at t'ing% o# is t' mass matrix assm!ld/ not lumpd+ o# ar latral forcs aplyd (accidntal torsion) to a cntr of mass ta$ing in acount t' inplan dformation of lmnts in t' diap'ragm+ o# ar t' cinmatic cuations of t' constraint/ if t'r ar any+ If somon can ans#r m t's custions or snd a BSI documnt #'it som aclarations/ plas do so/ i"ll ! dply t'an$ful% H%S%: Sorry for my nglis'/ i don"t #ritCspa$ it ry fr;unt M) stressed (BiilC?nironm)
4 o 0< 11:48
7ou don"t 'a to assign a smirigid diap'ragm to account for t'at Kxi!ility in ac' Koor% Fy dfault/ t' program uss t' stinss and mass of ara nit lmnts and fram lmnts modld on ac' Koor/ and sprads mass !asd on matrial and sction proprtis% 7ou may or may not 'a to rn your Koor ara ms' to crat mor oints in ordr to o!tain rasona!l mass distri!ution% s I undrstand it/ assignmnt of ara 3smirigid3 diap'ragms is a n# option and is usd for on purpos/ and on purpos only: to tll t' program #'r t' diap'ragm xtnts ar locatd for automatic gnration of #ind loads% &'at"s it% ssignmnt of smirigid diap'ragm dos not crat any rigid diap'ragm at all% If you"r not using auto#ind load gnration !asd on diap'ragm xtnts/ you don"t nd to ma$ t' "smirigid" ara assignmnt in ordr to account for Kxi!ility of t' Koors/ and t' program #ill !y dfault us Kxi!l diap'ram !asd on matrial and sction proprtis of #'at you 'a modld% If you 'a dou!ts/ simply crat a simpl/ !ut irrgular on or t#o story structur #it' Koor aras/ !ams and columns/ and s for yourslf t' priod and ractions to latral loads/ c'c$ing #it' and #it'out rigid diap'ragms% ftr assigning rigid diap'ragm/ you pro!a!ly alrady $no# t'at in ordr to dlt t'm/ you"ll t'n 'a to assign ara rigid diap'ragms again/ !ut #it' diap'ragm proprty O non% @t us $no# if t'at ans#rs your ;ustion% asteri%C (Structural)
< o 0< 10:1<
&'an$s/ !ut i allrady $no# ryt'ing you ust xplain to m% &'an$ you any#ay% I also radd t'at t'is smirigid diap'ragm #as only to automaticaly calculat and assign #ind loads/ !ut 'o# ar t's loads aplid to t' structur+ t'n it is no longr posi!l to do t'at at t' cntr of mass% 6os t' program automaticaly calculat 'o# muc' load must ! assignd to ac' nod of t' nit lmnt diap'ragm in ordr to rprsnt t total latral forc+ o# dos it+ 6os it also #or$ for static torsion loads+ 6iap'ragms ar ry usfull to assign loads rprsnting sismic accidntal torsion/ t'ats #'y i"m intrstd in t's n# diap'ragms%
I #ant to $no# if somon 'as allrady xprimntd #it' t's% I #ill !uild som simpl modls to xprimnt my slf/ !ut it"s all#ays intrsting and usfull to 'ar ot'r opinions% t'an$ you again for ans#ring 'illis: (Structural)
< o 0< 10:-0
I 'a discussd t'is sam issu #it' BSI t'ir ans#r !ing: 37s/ latral loads can ! applid to smi rigid diap'ragm and t' load #ill ! distri!utd to points !asd on t'ir stinsss and point locations on sla!%3 asteri%C (Structural)
= o 0< 14:<
&'at"s t' ans#r i #antd to 'ar/ t'an$ you% I #ould li$ to 'a a complt xplanation of 'o# t' program dos it/ !ut t'is is noug' for m to start tsting t's in simpl modls% 'illis: (Structural)
= o 0< 1-:-9
I #ould too !ut t'at"s a!out all I could gt out of t'm for no#%
stressed (BiilC?nironm)
19 ug 0< 1<:-
I" rcntly startd to #or$ #it' t' tnsionCcomprssion limit fatur/ and I"d li$ to s'ar som of my xprinc so far/ !ut I"d also li$ to 'ar from som of t' mor xprincd usrs rgarding t'ir suggstions in 'o# to !st us t'is capa!ility% .$/ rst of all tnsion only starts as a fram assignmnt #it' comprssion limit O 0 or som small ngati num!r% xt/ aftr you 'a your load com!inations for dsign/ go to 6nNBonrt com!os to nonlinar cass and slct t' com!os (t' ons #it' latral loads+) to conrt to nonlinar% I am not sur if I s'ould t'n dlt my linar load com!os (+) xt/ run an analysis/ and aftr it"s nis'd/ go !ac$ again undr nalyA mnu and analyA 3run static nonlinar analysis3 #'ic' can ta$ a #'il to conrg% B'c$ intracti fram mm!r forcs for axial forcs to s t'at t' !racs/ or #'atr frams you assignd to ! comprssion limitO0/ ar acting only in tnsion% I s t'at ?&FS dfaults to t#o nonlinar stps in rporting output #it' dirnt rsults% *ors cas nal stp sms to loo$ rasona!l% I"m no# trying to sort out if ?&FS is dsigning proprly #it' t' nonlinar com!os% I"m curious if t'os of you #it' "Hlus" rsion 'a accss to t'is tnsion only nonlinar analysis or is it only aaila!l #it' nonlinar+ I"m ust gtting familiar #it' 'o# to us t'is capa!ility/ so any adic #ould ! apprciatd% 'illis: (Structural)
20 ug 0< 22:=
FA,80#<119 masomenos (BiilC?nironm)
22 ug 0< 1:-0
&'an$s *illisP star for your xcllnt >[% coupl of commnts t'oug' rst/ tnsionCcomprssion limits sm to ! #or$ing in ?&FS 9/ so t'at sas you from 'aing
to manually dn nonlinar 'oo$typ lin$s% lso/ your suggstion in your >[ to 6nNstatic nonlinarCpus'or cass sms to #or$ #ll/ !ut it appars you can also us t'at dialogu to dn com!os too !y adding 2 or mor load cass% In ot'r #ords/ t' static nonlinarCpus'or 3cas3 dialogu can ! usd to dn com!os as #ll as indiidual nonlinar load cass% &'r is also t' altrnati to 6nNBonrt com!os to nonlinar cass% &'is ?&FS fatur sms to #or$ #ll no#/ alt'oug' it"s a littl mor complicatd t'an doing t' sam t'ing in SH% masomenos (BiilC?nironm)
1 ug 0< 12:10
I forgot to post t'at I 'ard !ac$ from BSI tc'nical support last #$%% t'y conrmd t'at it"s !st to dn static nonlinarCpus'or cass as 3com!os3 rat'r t'an indiidual cass% .t'r#is/ if you don"t dn as nonlinar com!os/ you ris$ gtting in trou!l #it' t' 5 and dirctions/ and furt'rmor/ fram mm!rs assignd as tnsion only (comprssion limit O 0) may ta$ comprssion unlss @@ com!os ar dnd as nonlinar/ not ust latral loads% 'illis: (Structural)
1 ug 0< 12:=
ny nonlinar typ of analysis s'ould al#ays ! prformd on t' full com!ination in ;ustion as suprposition of loads is no longr alid%
oanriz! (Structural)
19 ug 0< 0:--
I am dsigning a !uilding #it'out a column in t' rst story% I^ found t'at if I run an lastic analysis and t'n I dn a s;untial construction cas/ ta!s plus %909 ma$s an analysis and gis rsults t'at ma$s sns% Fut I am not sur t'at ta!s plus rsults ar corrct/ !caus manual rfrs to ta!s nonlinar #'n you as$ a!out s;untial construction% Bould som !ody tll m mor a!out t'is topic% Find A Job or Post a Job Opening Click Here. stressed (BiilC?nironm) 19 ug 0< 1-:2 I !li you nd to 'a ?&FS nonlinar rsion to run a s;untial construction analysis% o#r/ #'n you rst install ?&FS/ it dfaults for som tim priod (0 days+) nonlinar rsion/ n if you purc'asd a lssr rsion/ or until you gt a prmannt licns l% I assum t'at you #nt undr t' 6n mnu to dd a s;untial construction cas% &' t'ing is/ #it' ?&FS/ to do s;untial construction/ you must ma$ t#o analyss% >irst run your rgular analysis/ t'n you 'a go !ac$ again undr t' nalyA mnu to run t' Bontruction s;unc nonlinar analysis% In your situation #'r you ar using a tranfr girdr on t' rst story/ t'at is a typical application #'r t' stag construction mig't gi som insig'tful rsults compard to a linar 6ad cas analysis% ,p in mind t'at ?&FS stag construction (to my $no#ldg) is only additi/ in t'at you can add storis andCor groups/ !ut not rmo lmnts or group as part of t' s;untial construction analysis% good luc$% oanriz! (Structural)
I t'in$ ?ta!s Hlus 'as an opn door to t' s;untial analysis if you dn t' dads; aftr you run t' static analysis/ t'at is t' statmnt I #rot !y rst% Hlas follo# t'is stps #it' any modl you 'a: dlt any dads; cas/ run static analysis/ dn a dads; cas/ run t'
24 ug 0< 18:-=
s;untial construction cas/ and you #ill o!tain t'is analysis run log: Hrogram ?&FS Trsion 9%0%9%0
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200
5re%!s (Structural)
1- ug 0< 4:0<
ny!ody 'a t' ?ta!s rsion c'angs from 8-0 to 8-= or gratr% Hlas post t'm% &'an$ you/ Egards/ [ Find A Job or Post a Job Opening Click Here. +i5!an (BiilC?nironm) 22 ug 0< 22:0= "ttp/$$$.csiberkele).cometabs
# >aturs in ?&FS Trsion 9
?&FS Trsion 9%0%0 is a n# rsion/ and is a dirct upgrad from Trsion 8%-%<% # faturs includ t' follo#ing: ` ddd Smirigid diap'ragm option ` ddd 6sign output to 6ata!as ` ddd Story rtical load/ s'ar and orturning plots ` Improd plan display of most dsign ;uantitis ` Improd analysis modl cration tim ` ?n'ancd Dodl Fuilding of *alls #it' opnings ` ddd IFB 200 sismic and #ind loads ` ddd autoprmutation of *ind dirctions and ccntricitis ` ddd .pnstructur #ind loads ` ddd ?xport to S>? T8 #it' poly aras ` Gpdatd Boncrt >ram 6sign to BI 200` Gpdatd Boncrt S'ar#all 6sign to BI 200` Gpdatd Stl dsign to ISBS6 2001 (Sismic Hroisions 2002) ` Gpdatd Stl dsign to ISB@E>6 2001 (Sismic Hroisions 2002) ` Gpdatd Stl dsign to ISB 200- (ot in initial rlas) ` ddd ImportC?xport from utods$ Eit Structur ` ddd ImportC?xport from HroStl ` ddd ImportC?xport from I>B ` Gpdatd BISC2 ImportC?xport ` ddd Import from S&EG6@ ` ddd Import from S&6 ` Gpdatd lp ` Gpdatd Danuals
+i5!an
s"a"eed (Structural)
1 Day 0< 8:40
s an xtnsion to t' ;ustion alrady as$d !y 3Spultura3 'o# #ould on mo dl t' soil spring as comprssion only using ?&FS% ny 'intsCt'oug'ts #ould ! xtrmly apprciatd% C"eck O!t O!r '"itepaper (ibrar). Click Here. stressed (BiilC?nironm) 19 ug 0< 1-:= &'r is no automatd #ay to do t'is li$ in S>?% o#r/ you can dn @in$ proprtis/ ap typ/ and do oint assignmnts to put t'm at oints on your !asmat% &' stinss alus for t' gap lin$s #ould ! dtrmind !y soil su!grad modulus/ siA of lmnt and tri!utary ara% &' gap typ lin$s ar nonlinar comprssion only oint springs% If you can li #it'out t' nonlinar comprssiononly analysis/ ?&FS lts you assign ara springs on your !asmat (modld as sla!Cs'll) in #'ic' you input su!grad modulus for rtical springs% &'ing is/ you 'a to rmm!r to rstrain t' !asmat in t' local 1 and 2 latral dirctions too/ using ara or oint springs or oint rstraints/ to prnt insta!ilitis%
5re%!s (Structural)
10 ug 0< 9:49
ny!ody 'a t' ?ta!s rsion c'angs from 90= to 909 or gratr% Hlas post t'm% Egards/ [ lmcid (Structural)
10 ug 0< 10:2
Signicant B'angs from Trsion 9%0%0 B'angs from Trsion 9%0%9 to Trsion 9%0%9C1 (issud 0=C2B imports% .t'r minor dsign !ug xs% B'angs from Trsion 9%0%< to Trsion 9%0%= (issud 0-C29C200<) Edundancy factor E'o for sismic loads #as missing from load com!inations for BI02 and BI0-% Borrctd% &'s dsigns s'ould ! rid% Hart of t' cod rlatd to cration of analysis modl 'as !n optimiAd for tim% S'ould allo# largr o!s to ! run fastr% Sral n# ta!ls addd to t' data!as display% Intrfac #it' utods$ Eit Structural updatd% Intrfac #it' I>B updatd% Import from S&6 updatd% B'angs to Stl 6sign !asd on t' B'ins cod% .t'r minor !ug xs to dsign% .t'r minor !ug xs% B'angs from Trsion 9%0%- to Trsion 9%0%< (multipl limitd rlass) 2F limit on som intrmdiat analysis ls rmod% S'ould allo# largr o!s to ! run% B'angs from Trsion 9%0%4C1 to Trsion 9%0%- (issud 04C02C200<) ?xportCGpdat capa!ility addd for utods$ Eit Structural Trsion % &'is data xc'ang is still undr dlopmnt% ImportdC?xportd modls s'ould ! c'c$d% 6sign data!as ta!ls for S'ar#all and Bomposit !am dsigns addd% .t'r minor !ug xs and n'ancmnts% B'angs from Trsion 9%0%4 to Trsion 9%0%4C1 (issud 0C24C200<) Support for utods$ Eit Structural Trsion (Fta) 'as !n addd% &'is is still undr dlopmnt% Importd modls s'ould ! c'c$d% ?xport is currntly not supportd% Sctions data!as for ISB 1t' ?dition 'a !n addd and ar t' n# program dfault% .t'r minor !ug xs and n'ancmnts% B'angs from Trsion 9%0%2 to Trsion 9%0%4 (issud 0C22C200<) 6ata!as display tims 'a !n signicantly improd% .t'r minor !ug xs and n'ancmnts% B'angs from Trsion 9%0%1 to Trsion 9%0%2 (issud 01C2C200<) !ug t'at in som cass causd Gsr spcid *ind @oads to diap'ragms to ! rst to Aro 'as !n corrctd%
!ug t'at causd xport to S>? not to xport sla!s 'as !n corrctd% !ug t'at causd Static onlinar analysis rsults not to ! aaila!l in 6ata!as i# 'as !n corrctd% Dinor n'ancmnts to Bomposit !am dsign% Dinor n'ancmnts to @in (?dg) Bonstraint formulation% .t'r minor !ug xs and n'ancmnts% B'angs from Trsion 9%0%0 to Trsion 9%0%1 (issud 01C0=C200<) !ug t'at causd 6> import not to #or$ 'as !n corrctd% Dinor n'ancmnts to import from utods$ Eit Structural% Dinor n'ancmnts to import from I>B ls% Dinor n'ancmnts to B'ins stl dsign% Dinor n'ancmnts to data!as and grap'ic display of numrical ;uantitis% .t'r minor !ug xs and n'ancmnts% -% # >aturs in ?&FS Trsion 9 ?&FS Trsion 9%0%0 is a n# rsion/ and is a dirct upgrad from Trsion 8%-%<% # faturs includ t' follo#ing% ` ddd Smirigid diap'ragm option ` ddd 6sign output to 6ata!as ` ddd Story rtical load/ s'ar and orturning plots ` Improd plan display of most dsign ;uantitis ` Improd analysis modl cration tim ` ?n'ancd Dodl Fuilding of *alls #it' opnings ` ddd IFB 200 sismic and #ind loads ` ddd autoprmutation of *ind dirctions and ccntricitis ` ddd .pnstructur #ind loads ` ddd ?xport to S>? T8 #it' poly aras ` Gpdatd Boncrt >ram 6sign to BI 200` Gpdatd Boncrt S'ar#all 6sign to BI 200` Gpdatd Stl dsign to ISBS6 2001 (Sismic Hroisions 2002) ` Gpdatd Stl dsign to ISB@E>6 2001 (Sismic Hroisions 2002) ` Gpdatd Stl dsign to ISB 200- (ot in initial rlas) ` ddd ImportC?xport from utods$ Eit Structural ` ddd ImportC?xport from HroStl ` ddd ImportC?xport from I>B ` Gpdatd BISC2 ImportC?xport ` ddd Import from S&EG6@ ` ddd Import from S&6 ` Gpdatd lp ` Gpdatd Danuals 5re%!s (Structural)
10 ug 0< 12:14
&'an$ you ry muc'%
ingemor (Structural)
8 Jul 0< 21:
coupl of days ago I postd in Durali2=Ys ?xport from ?ta!sb t'rad in t' S>? forum mor or lss t' follo#ing: I 'a 'ard t'at t'r is anot'r tric$ to sol t' pro!lm of xporting spctral analysis
rsults from ?ta!s to Saf !sids using ;uialnt static sismic load cass% I t'in$ t'at t' ida !'ind t' tric$ could ! somt'ing li$ t'is: 1%) Eun a static ;ua$ and t' r;uird spctrum analysis in t' sam ?ta!s modl% 2%) nalyA t' dirnt output formats for !ot' rsults in xporta!l Saf%f2$ txt l% %) ?xtract t' spctrum analysis rsults from Saf%f2$ txt l% 4%) B'ang and matc' format of t' spctrum analysis rsults to t' format producd !y ?&FS for static ;ua$ analysis (liminat xcss data)% -%) Eincorporat t' spctral rsults in t' mo did format into t' S>? %f2$ l% <%) 6lt t' static ;ua$ rsults from t'at l% =%) Import t' modid f2$ l to S>? and run it% I undrstand t'at t' c'anging and matc'ing format procss is tdious !ut/ again/ I 'a 'ard t'at it can ! xpditd !y using ?xcl% IYll li$ to $no# commnts and rcommndations !ot' from t'os #'o 'a usd t'is tric$ or a similar on/ as #ll as from t'os #'o ar intrstd in try it out% IYll ! trying it out in coupl of #$s% Egards ingmor C"eck O!t O!r '"itepaper (ibrar). Click Here. +2G&A(>> (BiilC?nironm)
10 Jul 0< 14:48
xporting spctral analysis rsults from ?ta!s to Saf for sla! foundation analysis or !am foundations analysis 'as no sns !caus rsults gin !y spctral analysis ar al#ays in a!solut alu t'is mans t'at t'y ar al#ays positi or if multiply !y 1 al#ays ngati%nd !y t'is #ay it don"t gi t' !'aior of orturning ct% +2G&A(>> (BiilC?nironm)
10 Jul 0< 14:-=
&'r is anot'r #ay to sol t'is pro!lm%Da$ spctral analysis t'n ta$ s'ar story rsult and t'r position/ and ma$ a static analysis #it' t' prious s'ar story as static forc in t' n# analysis at t'r rspcti position/ t' raction gin at t' !as of t' structur is gin #it' t'r sign/ and at t'is point # can us t'is rsult for saf analysis or ot'r on% ingemor (Structural)
12 Jul 0< 21:20
&'an$ you +2G&A(>> for your commnts and rcommndation% I 'a limitd $no#ldg of dynamic analysis/ nrt'lss IYm documnting my slf to digst t' rason you postd t'at ma$s t' proposd tric$ not ia!l% s for your rcommndation/ its is clar and IYll try it out% Egards and t'an$s again% ingmor
!rali#7 (Structural)
21 Jul 0< 10:-
&'an$s 6?S@-- L Ingmor for your t'oug'ts% Spctral story s'ars ar considring t' contri!ution from all t' mods% nc/ can t's story s'ars ! applid as a static forc+ I #ill also do som comparison% &'an$s again Durali2= +2G&A(>> (BiilC?nironm)
21 Jul 0< 12:1
It"s #'at i say % com!ination or SESS gi al#ays an a!solut alu and # can"t us t'is rsult for a calculation of sla! fondation or !am fondation it can"t gi t' orturning ct % So # can us an ;uialnt static modl !y using story s'ars applid as static forcs% +2G&A(>> (BiilC?nironm)
2- Jul 0< 1:-=
&o conrm #'at i said !for/ you can s t'at ?ta!s us t' Story s'ars alu to calculat oturning momnt Dx and Dy% at dirnts lls and at t' !as of t' structur%t'is orall momnts is ;uialnts in alu to t'os you o!tain !y t' ;uialnt static cas using story s'ars%
!rali#7 (Structural)
1- Jun 0< 1-:42
6ar ll Dass momnt of inrtia c'angs #it' rspct to ms' lmnt siA% *'n i ta$ a plat of 4mx4m/ ?&FS prforms t' analysis and DDI is tims mor t'an t' lmnt #'n ms'd 1mx1m% *ill it calculat t' slf #ig't of columnC#all in t' computation of DDI+ &'an$s Durali 2ng<*ips For!ms is ember &!pported. Click Here to donate. +2G&A(>> (BiilC?nironm)
1= Jun 0< 4:2
7s it #ill calculat t' slf #ig't of all o!ct if t' option in mass sourc ar c'c$d% !rali#7 (Structural)
1= Jun 0< 1<:20
&'an$s 6?S@--% Dy ;ustion is t'at Koor ms'ing ma$s t' c'ang in alu of DDI% *'n it gts diidd into many parts i% n ms'ing/ t'n t' rsult #ill ! clos to t' xact on% &'an$s again Durali
sep!lt!ra (Structural)
1< Day 0<
1=:2 I #ant to modlat solid sla! of concrt/ and t' program gi m strss ($gCcm2)/ and I #ant to dsign it #it' momnts ($gcm)% 'o# to raliA t'at conrtion+ Find A Job or Post a Job Opening Click Here. +2G&A(>> (BiilC?nironm) 1= Day 0< 1<:44 o to 6isplay NN S'o# Dm!r >orcCstrss diagram NN S'll StsssC>orcs if # slct >orcs # 'a ll >orcs D11 D22 #'ic' ar out of plan momnt in $gcmCcm of lng't% sep!lt!ra (Structural)
1= Day 0< 18:20
&'ans 6?S@--/ !ut my ;ustin is: o# I could do it manually/ if I 'a not t' option of D11 or D22+ &' strss ($gCcm2) I #ant to conrt to momnt ($gCm)/ manually% (in Kxural dsign)% +i5!an (BiilC?nironm)
22 Day 0< 8:49
Simpl: SO(Dc)CI S O Strss D O Domnt c O distanc from t' outr !r to t' cntr of t' mm!r I O inrtia of t' sction OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO +i5!an di5!an@)a"oo.com
+i5!an (BiilC?nironm)
22 Day 0< 8:--
%%% ou i forgot/ #'n calculating t' inrtia in t' ;uation: IO!'C12 3!3 is 100cm or if you us inc's 3!3 ;ual to 12in (1ft) so/ #'n calculating t' amount of stl is going to gi you 3cm23 for ry 3cm3 (cm2Ccm or in2Cin) OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO +i5!an di5!an@)a"oo.com
+2G&A(>> (BiilC?nironm)
22 Day 0< 1<:08
in t' cas of sla! it is not so simpl/ !caus # 'a many typ of strss S11O>11Ct'(12D11Ct'!)x% S22O>22Ct'(12D22Ct'!)x% S12O>12Ct'(12D12Ct'!)x tc%%% x rprsnt t' ariation of t'ic$nss of sla!% to o!tain D11/D22 tc%%% # must intgrat t' strss s11/s22/s12 along t' t'ic$nss of t' sla!% s 3Intrnal >orc and Strss .utput Hag 144 in t' sap rfrnc manual 3 &' S'll lmnt intrnal forcs (also calld strss rsultants) ar t' forcs and momnts t'at rsult from in tgrating t' strsss or t' l mnt t'ic$ nss% &'s intrnal forcs ar tc%%% +2G&A(>> (BiilC?nironm)
22 Day 0< 1<:12
x rprsnt t' ariation of t'ic$nss of sla! from midplan of sla! to t' point #'r t' strss is calculatd % stressed (BiilC?nironm)
2 Day 0< 19:11
>or dsigning t' sla!/ don"t forgt a!out dra#ing sction cuts to o!tain rsultant forcs and momnts for dsign% If you can gt a copy of S>?/ you can xport t' sla! from ?&FS to S>? for dsign of rinforcmnt and punc'ing s'ar c'c$s
sellsam (Structural)
2 Day 0< 11:0<
In !ot' ?&FS and SH2000/ #'n I dclar rspons spctrum cas data/ 'o# to dclar scal factors/ do I put scal factors in !ot' x and y dirction/ or must I dclar t$o seismic D!nctions in x dirction #it' it is scal factor/ and t' sam in y dirction% t'an$s% da$n89 (Structural)
2 Day 0< 12:2=
you s'ould dclar t#o functions/ ry dirction must 'as its on function #it' its o#n scal factor you may 'a forc apllid in t#o dirctions in sam function if you 'a to considr ort'ognal cts sellsam (Structural)
8 Day 0< 11:0-
'llo and t'an$s da#n8 it is mor corrct if # procd #it' t' scond proposition / so # can 'a ort'ogonal cts/ do not #% t'an$ you !rali#7 (Structural)
Sllsam
12 Day 0< 1:2
7s/ if your structur calls for ort'ogonal cts% .t'r#is/ you may nd to dn in t#o principal dirction of structur to undrstand t' distri!ution of modal s'ar% Durali sellsam (Structural)
21 Day 0< 9:48
t'an$s murali% sep!lt!ra (Structural)
10 Day 0< 2:4
*'ic' paramtrs of t' soil I must to $no# to modlat it #it' springs in t' ?&FS+ Bould you xplain m+ !rali#7 (Structural)
12 Day 0< 1:8
Spultura Soil springs Structur dirctly on soil: &'n/ Su!grad modulus of soil% Durali +2G&A(>> (BiilC?nironm)
12 Day 0< 14:4=
It"s sam as #'n you calculat a !am on lastical supports/ you rprsnt soil !y coUcint of raction% Soil loos $O0%10%- $gCcm mdium dns $O0%- dns $O-10 compact $O1020 'ard $O20100 you slct oints at !as t'n assignNpoint springN$x /$y/$A%%%tc% 7ou must add your fondations as a s'll modl (sla!) t' oint corrspond to s'll ms'% i 'op t'is 'lp%
sep!lt!ra (Structural)
1< Day 0< 1=:29
Is t'r any rlation !t#n coUcint of raction ($gCcm) of t' soil and rsistanc soil support ($gCcm2)+ +2G&A(>> (BiilC?nironm)
1= Day 0< 1<:--
7s t'r is a rlation !t#n cocint of raction and rsistanc of soil pO$y #'r y is t' displacmnt p is t' prssion on t' soil $ is t' coUcint of raction% +2G&A(>> (BiilC?nironm)
10 pr 0< 8:12
*'n columns and !ams ar modlisd #it' Hirs and Spandrls #'at"s mor t'an #'n t'y ar modlisd !y frams lmnts% +2G&A(>> (BiilC?nironm)
ormaly columns and !ams ar modlisd #it' frams lmnts% ?ta!s allo#
18 pr 0< 4:1-
modlisation of t's lmnts #it' pirs and spandrls% is pirs and spandrl disignd for s'll lmnts only or not +
&'an$s%
!rali#7 (Structural)
21 pr 0< 9:9
Hirs and spandrls can ! assignd for fram lmnts also% +2G&A(>> (BiilC?nironm)
2 pr 0< :1<
t'an$ you Durali2=
ciil"ak (Structural)
1 Dar 0< <:4
'i 'i% &' t'ing is t'at I mad a modl #it' rat'r larg s'll lmnts in ?&FS t'at runs o$/ !ut aftr ms'ing t' #alls furt'r to o!tain mor accurat rsults t' modl dosnt runs :S/ an rror mssag says t'at I s'ould c'c$ connctiity and suc' for lmnt 1242/ my ;ustion is/ 'o# an I nd t'at lmnt ;uicly++ &'an$ you in adcan !oys rgrds ciil'a$ Find A Job or Post a Job Opening Click Here. ciil"ak (Structural)
1 Dar 0< <:4<
sorry/ I forgot to say t'at in SH you can slct an itm !y 3la!l3/ can^t # do t'at in ?&FS+/ do I 'a to !ro#s t'roug' t' modl to nd my lmnt+ rgards ciil'a$ !rali#7 (Structural)
14 pr 0< 0:08
>init lmnt num!ring is !ing don #it' rspct to storis t'at is t' dirnt from ot'r standard >?D soft#ars% nc t' sam la!l #ill ! rpatd for all t' story lls% &' only #ay to nd t' location !y loo$ing at t' rspcti story ll% In t' rror mssag/ /7L\ coordinats #ill ! gin and t'is is t' #ay to nd t' location% op t'is 'lps/ Durali en>0 (BiilC?nironm)
22 pr 0< 12:04
It also gis you t' coordinats of t' lmnt% &urn on t' ara la!ls/ and gt clos to it !y trying to matc' t' coordinats in t' lo#r rig't 'and sid of t' #indo#
rook1 (Structural)
Im a n#!i on ta!s%% id li$ to dsign a -story 'otl%
11 pr 0< 21:-0
t' #alls #ill ! mad from 103 BDG and 83 BDG on t' top Koors%% &' BDG ar to carry all rtical loads including t' latral forcs%% t' sla! of t' ntir !ldg is 'ollo#cor concrt plan$s% any suggstions on #at proprtis to assign to t' #all and sla!+ 'lp muc' apprciatdP !rali#7 (Structural)
14 pr 0< 0:01
i roo$1 ollo# cor concrt plan$s N Dm!ran proprtis *all N ssignd mm!ran or s'll proprtis Ban ! idaliAd as ;uialnt t'ic$nss !y using stinss rduction factors% op t'is 'lps/Durali rook1 (Structural)
1= pr 0< 18:4
Ban ! idaliAd as ;uialnt t'ic$nss !y using stinss rduction factors X plas ! spcic #it' t'is% t'anxP i sa# a post #it' t' ;uialnt t'ic$nss% !ut t' BDG # ar using ar 103 and 83%% t' post only mntiond <3 BDG%% s'ould all #alls ! assignd pir sction t'n ! assignd as 3s'ould ! c'c$d3+ !rali#7 (Structural)
21 pr 0< 9:=
i Eoo$1 Gsing stinss rduction factors/ # can assign t' xact proprtis of 103BDG #all as a ;uialnt rctangular concrt #all% (ra/ Ix/ Iy/tc)% 7s/ # nd to assign pir la!ls to xtract t' forcs out and t' sam nds to ! dsignd as pr BDG dsign procdur/ op t'is 'lps
r)ansteel (Structural)
11 pr 0< 8:1-
is t'r a #ay to modify D of S'll lmnts/ for crac$ sction r;uirmnt/ or my is it logical to modify it% i am confusd 2ng<*ips For!ms is ember &!pported. Click Here to donate. !rali#7 (Structural) 11 pr 0< 9:-Is t'at for s'll lmnt or solid 6 lmnt+ D11 Fnding x D22 Fnding y D12 *arping xy op t'is 'lps
+2G&A(>> (BiilC?nironm)
*'at"s dirnc !t#n dc$ and sla!% 2ng<*ips For!ms is ember &!pported. Click Here to donate. !rali#7 (Structural)
2= Dar 0< 4:01
9 pr 0< 1<:-
i 6nsal -6c$ is spcically for on #ay spanning pr cast sla!s and t' rst #ill ! sla! catgory% In sla! catgory/ on#ay distri!ution can ! nforcd% op t'is 'lps +2G&A(>> (BiilC?nironm)
10 pr 0< =:04
t'an$s Durali2=
+2G&A(>> (BiilC?nironm)
2= Dar 0< 10:4<
In t' rsults ta!l !lo#/ I nd t'at for t' rst mod t' alu in Gx dirction and Ey ar ry important nomaly only on alu s'ould ! xprssi%is t'is good rsult%
Dod Hriod G G7 G\ SumG SumG7 SumG\ E E7 E\ SumE Sum E7 SumE\ 1 0/91004- =-/28<1 0/000= 0/0000 =-/28<1 0/000= 0/0000 0/0011 99/49 =4 0/00- 0/0011 99/49=4 0/00- 2 0/404=0 0/001< =2/1128 0/0000 =-/28== =2/11- 0/0000 98/=4- 0/0 011 0/081- 98/=-< 99/498- 0/08<8 0/=--- 0/009< 0/08- 0/0000 =-/29=2 =2/1-19 0/0000 0/04<9 0/008 1 =0/90<< 98/=82- 99/-0<= =0/994 4 0/19==41 10/21= 0/0011 0/0000 8-/-289 =2/1-0 0/0000 0/001< 0/12 1= 0/0081 98/=841 99/<284 =1/001- 0/104=99 0/000 10/==28 0/0000 8-/-292 82/92-8 0/0000 0/=20 0/00 00 2/889 99/-0=1 99/<284 =/8908 < 0/088809 1=42 0/0010 0/0000 91/=0 82/92<8 0/0000 0/0001 0/28< 0/001= 99/-0=2 99/9140 =/892= 0/0=92=< 0/000 /048 0/0000 91/=0= 8-/9=-1 0/0000 0/22-< 0/000 1 11/=1- 99/=2= 99/9141 8-/<0=8 8 0/0-99< 0/0001 0/1440 0/0000 91/=0= 81191 0/0000 0/00<2 0/000 0 0/02=1 99/=90 99/9141 8-/<49 9 0/0-22=1 /12- 0/0002 0/0000 9-/01<2 8119 0/0000 0/0000 0/042 1 0/0004 99/=90 99/9-<2 8-/<- 10 0/048-=9 0/0004 4/=498 0/0000 9-/01<< 90/8<91 0/0000 0/1-0= 0/00 00 1/8=8 99/889= 99/9-<2 8=/021 11 0/0888 4/80-- 0/0002 0/0000 99/8220 90/8<9 0/0000 0/0000 0/04 4 0/0009 99/889= 99/999= 8=/0241 12 0/0<00 0/000 2/2210 0/0000 99/8224 9/0904 0/0000 0/0<8= 0/00 00 4/-19 99/9-84 99/999= 91/-44 Find A Job or Post a Job Opening Click Here. pr 0< !rali#7 (Structural)
:2< !solutly good rsult/ *it' t' inclusion of 12 mods/ modal mass participation ac'id mor t'an 90 in t#o translation L rotation dgrs of frdom% Durali +2G&A(>> (BiilC?nironm)
pr 0< 4:1
&'an$s +2G&A(>> (BiilC?nironm)
pr 0< 4:-<
Dy ;ustion is 3is it normal to nd in t' sam mod t#o alus #it' 'ig' ratio/ in my cas for t' rst mod i 'a Gx =-/28<1 Ey 99/49=4 %3
t'an$s% 'illis: (Structural)
pr 0< =:-1
&'at ust mans t' rst fundamntal priod of t' !uilding is a com!ind translationalCtorsional mod% It is not ncssarily normal or not normal it ust dpnds on t' layout of t' latral systm in t' !uilding rsus t' mass distri!ution% 7ou #ill #ant to ma$ sur to dsign for any torsional irrgularitis pr cod% +2G&A(>> (BiilC?nironm)
pr 0< 11:24
&'an$s *illis !rali#7 (Structural)
8 pr 0< =:00
i 6?S@-s pr your rsults/ t' mods ar rally uncoupld% i% t' rst mod Gx O =- L Ey (.r turning momnt a!out yy axis O 99%4)/ Scond mod Gy O =2%11 L Ex(.r turning momnt a!out xx axis O 98%=-) L &'ird mod EA O =1 (&orsion mod) op you undrstand% +2G&A(>> (BiilC?nironm)
8 pr 0< 1=:10
&'an$s Durali2= da$n89 (Structural)
10 pr 0< 0:01
Durali2=/ #'at uncoupld mods man+
!rali#7 (Structural)
2= Dar 0< 9:01
6ar ll In t' computation of diap'ram mass/ t' forcs ar not matc'ing #it' t' story s'ars% Is t'r any !ug in ?&FS+
&'an$s Durali +2G&A(>> (BiilC?nironm)
2= Dar 0< 11:=
Story s'ar is !asd on modal participating mass ratio/ t' mass is t' total mass of story%7ou must as$ for mor mod (num!r of mod) in calculation of your modl to rac' t' matc'ing alu% r)ansteel (Structural)
2= Dar 0< 2:-<
7GHP Som cod says at last 90 of total mass s'ould participat% !rali#7 (Structural)
pr 0< 2:-
&'ans$ a lot
!rali#7 (Structural)
2 6c 09:-<
&o ll s pr BI cod/ t' initial stinss modirs ar to ! assingnd for #allCsla!CcolumnC!am structural lmnts% Sla! 0%2- Ig *all 0%=0 Ig Fam 0%- Ig Bolumn 0%= Ig In ?&FS Sla! N ssignd #it' s'll lmnt N D11/ D22 L D12 as 0%2*all N ssignd #it' s'll lmnt N f11/ f22/f12 ar rlatd to inplan forcs% 6o # nd to apply 0%= factor to f11/ f22 L f12 (axial L s'ar ara) + D11/D22 L D12 ar insignicant sinc t'y act out of plan !nding forcs% Hlas clarify t'is point% &'an$s Durali C"eck O!t O!r '"itepaper (ibrar). Click Here. o"need (Structural)
2 6c 022:04
s I undrstand t' intntion of t' stinss modirs is to account for rducd stifnss of crac$d structural lmnts% I #ould 'a t'oug't t'at t' Kxural stinss of mm!rs (i%% !nding proprtis) only #ould nd to ! modid% !rali#7 (Structural)
6c 09:1<
7s% Jo'nd% 7ou ar corrct% Fut in s'ar #all/ t' ! sction #ill undrgo crac$ing du to inplan
momnt% o# to assign stinss modirs for t'is condition+ f11/ f22 L f12 0%-Ig% Fut t'r ar also rlatd to axial strsss% o# to go a!out+ &'an$s 'illis: (Structural)
- 6c 0=:-
&ypically I initially assign a 1%0 factor to f11/ f22/ and f12 along #it' a 0%01 factor to m11/ m22/ and m12 (so t'at t' s'ar#all ssntially 'as no out of plan stinss and acts as a classical inplan only rsisting lmnt)% I t'n run t' modl and c'c$ axial strsss against t' modulus of ruptur to s if t' assumption t'at t' #all is uncrac$d (f11/f22/f12 O 1%0) #as corrct% >or t'os portions of t' #all t'at ar crac$d/ I rassign #it' t' lo#r 0%= crac$ factor to f11/f22/ and f12% 1,!i5!e (BiilC?nironm)
1 Dar 0< 2:01
&ry and s% Dodl on sla! of 240x240in/ 4 !ams and columns% Dodify m22O%01/ m12O%01 (don"t us Aro)% @oad sla! #it' 0%409< ,ipft% Ds' it
2 Dar 0< 4:00
i I[ui;u .nc you c'ang t' m22 modir/ t' load is going to ! transfrd in dirction i% along local axis 1% Hlas lt m $no# #'at is your point 'r% i *illisT >or srica!ility studis/ lo#r factor 0%= crac$ factor #ould ! o$% Fut for ultimat stat (dsign purpos)/ 0%- #ould ! appropriat% Hlas xplain #it' rspct to BI 10%11%1 &'an$s Durali 'illis: (Structural)
2 Dar 0< =:21
Durali agrd my crac$ factors s'o#n ar for t' srica!ilityCdKction analysis of t' #alls% 1,!i5!e (BiilC?nironm)
2 Dar 0< 12:--
Dy point of i#: Dodirs ar ry usful for driing t' concrt !'aior% Dodirs/ concrt/ stl !ars/ plans dtails and constructor tc'nology ar ncssary gusts to o!tain t' structur !orn in our mind% &'n/ initial modirs suggstd for BI 10%11%1 must ! adustd #'n # $no# somt'ing a!out amount of !ars on concrt% not'r important ;ustion% &a$ in mind t'at #alls ar only connctd to structur t'roug' 4 poits (or )% In my xampl is impossi!l t'in$ in modir m22O%01 !caus minimum f2
r;uird m22N%01% >orgi my nglis' !ut my languag is spanis'% Fy
!Ja)Ha$k (Structural)
>! 0< 11:--
I am #or$ing on t' load rating of a 'istoric truss !ridg% ll t' diagonals ar stl rods #'ic' can"t ta$ any comprssion% I trid to us EIS !ut t' program can"t 'andl &nsion .nly (n you turn on t' ?ulr Fuc$ling option) and $p t' truss sta!l at t' sam tim% ?n #ors/ t' program loc$d almost all t' truss oints du to insta!ility !ut 6I6 .& rport t' loc$ as it normally dos for ot'r modls% I contactd t' tc'nical support at EIS and t'y told m t' only #ay to lt t' modl run is to lt ry truss mm!r carry !ot' tnsion and comprssion% I #ondr if anyon 'r usd ot'r program to 'andl t'is typ of pro!lm+ I 'a SH2000 and S7S on my computr% S7S sur is po#rful !ut t' pro!lm #ill ! #it' t' moing load gnrator% o# a!out SH+ *'at do you do #it' tnsion only !rac analysis unr !uilding latral forcs+ 'illis: (Structural)
>! 0< 19:2<
Sap #ould ! a good c'oic for t'is typ of analysis/ it 'as moing load application as #ll as nonlinar nlin$ framing lmnts #'ic' can ! dsignatd as tnsiononly% &' procdur #ould ! similar to t'at for tnsion only !racs in ?&Fs pr FA,80#<119 !Ja)Ha$k (Structural)
4 >! 0< 22:-<
&'an$s *illisTP I nr usd SH !ut #ill gi it a try% I" nr 'ad ?&F it'r% Sms li$ it is not as simpl as I t'oug't of% o #ondr EIS can"t sol t' pro!lm%
!seetabs (Structural)
4 Jan 0< 1<:-<
I us ta!s 8%-%< to modl a - story !uilding% I modl t' sla!s using s'll and mm!ran and o!tain dirnt priod% torsion x y s'll 4%< %- 4%1mm!ran 20% =%- 1-%< t' drafts using mm!ranc ar muc' largr t'an using s'll% plas #'t'r it ma$s sns or t' mod 'as som pro!lm+
C"eck O!t O!r '"itepaper (ibrar). Click Here. !rali#7 (Structural)
1= Jan 0< 4:28
It loo$s li$ t'r is a pro!lm #it' local mods% Hlas rify t'at #'t' you 'ad applid rigid diap'ragm% Durali !seetabs (Structural)
i Durali:
2 Jan 0< 1<:-9
&'an$ youP t'is mod 'ad !n applid rigid diap'agm%could you gi mor suggstion usta!s en>0 (BiilC?nironm)
2- Jan 0< 2:
&'is ma$s prfct sns% Dm!rans 'a no !nding stinss/ #'ras s'll lmnts introduc t' stinss of t' sla! into t' systm% F carful 'r say for instanc you 'a a s'ar #all primary latral systm and 'a t' graity columns modld in t' ?&FS modl/ t'y #ill attract momnt and forcs if connctd to a s'll Koor lmnt/ or if gomtric or mass Koor to Koor inconsistncis xist and you 'a a rigid diap'ram% &' dirntial intrastory momnt #ill ngag t' graity columns% !seetabs (Structural)
2- Jan 0< 9:29
i/n: t'an$ you% t'n #'ic' mod s'ould I us to dsign s'ar #all+ en>0 (BiilC?nironm)
2< Jan 0< 21:0=
*ll/ it dpnds on #'at typ of structur you ar dsigning% 6ual systm+ 6il is in t' dtails%% I"d rcommnd a mm!ran lmnt for a strictly s'ar#all latral systm% &'r ar sral dirnt opinions a!out t' su!ct t'oug'% .n guy I $no# #ould say modl t' #'ol damn t'ing and lt t' forc go #'r it #ants toM Fut t'is is ris$y if you 'a a Kat plat systm your punc'ing s'ar mig't control t' capacity of t' systm and you mig't gt unralistic rsults% &'in$ panca$ failur O !ad% Fut if you 'a a pan oist or sla! and !am systm/ it mig't ma$ sns to modl lmnts t'at in rality 'a t' capacity and stinss to contri!ut to t' latral ctinss of t' systm% 3?nginring Judgmnt in spads%3 !seetabs (Structural)
2= Jan 0< 1<:2=
i/ n: 7ou ar rig't% s you said/ I 'a a s'ar #all primary latral systm / t' graity columns systm and a Kat plat systm modld in t' ?&FS modl% I xport t' sla! modl #it' saf xport option 3?xport >loor @oads and @oad from !o3 and t' punc' s'ar o!taind from saf is ry larg and unralistic% could you gi m furt'r suggstion to do t' ?&FS modl+ &'an$ you ry muc'P usta!s% en>0 (BiilC?nironm)
28 Jan 0< 1:02
I"d modl t' plat as a mm!ran lmnt and do t' Kat plat as a sprat analysis in somt'ing li$ H&6ata or 6H& if it is a Kat H& plat%
6o not rly on t' stinss of t' Kat plat for your latral systm ID.% It is ry rigid in s'ar and as a collctor mc'anism !ut !nding is not cti% I%?% graity it #or$sM stinss in rgards to t' latral systm t'in$ papr #it' a toot'pic$ t'ru it% It"s ust not ralistic or saf% 7ou don"t s any Kat plat momnt frams #it'out !ams so #'y includ t'm as a contri!uting lmnt ust !caus you 'a s'ar #alls+ &'is is t' fundamntal argumnt for rigid diap'rams .f cours if you 'a a craAy gomtry and structur li$ I"m daling #it' rig't no# it !coms clar t'at a rigid diap'ram ust mig't not ! consrati%% !ut t'at"s anot'r t'rad all in it"s o#n%% I"d only us t' ?&FS modl for a graity load ta$do#n and column dsignM as #ll as s'ar #alls% H& plats ar an art t'at is out of ?&FS land%% ! sur to us ddicatd H& soft#ar li$ H&6ata or 6H&%
str!cengr (Structural)
14 pr 01=:0<
o# do you normally apply lin load on a #all+ I addd a dummy fram lmnt at t' top of t' #all and applid t' uniform load% o#r/ it gis m a #arning t'at t' load 'as not !n transfrd% dos t' lin"s proprty nd to ! modid+ &'an$ you C"eck O!t O!r '"itepaper (ibrar). Click Here. amade!s (Structural)
1- pr 01-:08
Hlas/ rad on of t' >[s/ it may gi you t' ans#r% str!cengr (Structural)
1- pr 018:-8
&' >[ dalt #it' sla!s supportd on #all% Fut in my cas/ t'r is no sla!% &' lin load coms from nonstructural 'ay glass% 'illis: (Structural)
< Jun 010:-0
pply t' actual 'ay glass #ig't as an ara load on t' #all lmnt% 11> (Structural)
0 Jul 021:-0
I usually it'r !ra$ it into nodal loads or put a fa$ lin lmnt along t' #all and apply t' load to it% 6F6 en>0 (BiilC?nironm)
2- Jan 0< :1-
&' simpl ans#r 'r is t'at ara lmnts only rcogniA loads applid at t'ir nods/ or on t'ir surfac .& ?6?S or @I?S% So if you #ant to gt a s't of glass t'at"s sitting on a #all to rgistr/ t' ractions from t' glass must nd up at t' nods of t' #all% Da$ a fa$ !am/ unlss you #ant to dtrmin a nodal load%
!rali#7 (Structural)
18 6c 08:49
&o ll/ In on of t' structur/ t' fundamntal mod is a torsional mod% *'n i as$d ?&FS to prform static mt'od as pr GFB cod% I assignd dirction as #ll 7 dirction% &' rst t'r tim priods ar 1)% &1 O 1%9< sc Eotation 2)% &2 O 0%8- sc translation )% & O 0%<- sc 7 translation ?&FS pic$d up t' corrsponding tim priod &2 L & in t' calculation of !as s'ars% It aoids fundamntal tim priod &1% Is t'is corrct+ 7our input #ill ! apprciatd% &'an$s Durali Find A Job or Post a Job Opening Click Here. 'illis: (Structural)
20 6c 0=:2
?&FS is corrct in t'at it is nding t' mods for ac' art';ua$ dirction #'ic' 'a t' largst modal participation factors in t'at dirction% !rali#7 (Structural)
21 6c 0=:-4
i *illis T 7ou ar corrct% Fut t' mods ar rally coupld #it' rspct to !ot' t' translations L rotation% Say/ &1 O 1%9< ( G/ 29 G7 L 1= E\) &2 O 0%89< sc (1 Gx/ 10 Gy L 0 EA) Brtainly # nd to go for rspons spctrum mt'od to captur t' ralistic distri!ution of forc% &'is ;ustion coms xactly in t' scaling t' focs #it' rspct to static !as s'ars% i% scal factor% *'ic' tim priod #ould ! ralistic to calculat t' static !as s'ars+ op you got my point &'an$s Durali 'illis: (Structural)
22 6c 0=:8
Durali/ >or t' static mt'od/ t' cod is assuming a forc distri!ution !asd on a prfct translational mod s'ap% &c'nically you can ust us t' approximat priod ;uation in t' cod and us t'at to calculat t' !as s'ar/ n if you do 'a t' actual modal rspons of t' !uilding% I #ould fl n #it' using t' priod alus ?&FS gis as 'aing t' most translation modal participation in t'at particular dirction and ignoring coupling cts% .!iously t' cod approximat mt'od ignors t'm% !rali#7 (Structural)
28 6c 08:
i *illis 7ou ar corrct% In t'is cas/ as pr ?&FS/ t' dmand #ould ! - mor t'an t' !as s'ar calculatd from approximat priod (coupld mod)% Dy opinion is t'at t' structur #ould !'a as a coupld mod !for it rac's a prfct translational mod% ?&FS automatic calculation of tim priod L !as s'ar (as pr static mt'od) nds som nginr udgmnt #'n it coms to irrgular !uilding% Durali da$n89 (Structural)
9 Jan 0< :4
i 'a a ;ustion #'at coupld mod man+ 'illis: (Structural)
9 Jan 0< 10:0-
mod s'ap inoling !ot' t#istingCtorsion and dirct latral translation% en>0 (BiilC?nironm)
2- Jan 0< 2:<
Dor spcically and simply: you apply a forc or xcitation in t' dirction/ and you gt rsulting forcs in t' / 7 and &orsional dirctions N you 'a coupld mods% ?xciting a simpl !uilding in 1 dirction #ill rsult in ractions in t'at dirction%
s"a"eed (Structural)
19 Jan 0< 10:10
I am trying to modl a raft for a 20 story !uilding using s'll lmnts% I t'n groundd ac' nod of t' raft ms' using 3gap3 lin$ lmnts to modl t' comprssion only spring stinss of t' soil support condition !ut t'r ar a coupl of t'ings #'ic' dont appar to ! corrct #it' t' modl for t' follo#ing rasons: 1) >irstly t' gap lin$ lmnts sm to ta$ tnsion as #ll as comprssion/ #'ic' is not #'at I #ant% I #ant comprssion only
2) I can not gt a display of t' forcs in t' lin$ lmnts% #'at am I doing #rong% lp plas any commntsC'ints #ill ! xtrmly apprciatd C"eck O!t O!r '"itepaper (ibrar). Click Here. 19 Jan 0< 'illis: (Structural) 11:- S my ?&FS >[ on t' 'oops you must ump t'roug' to ma$ gap and 'oo$ typ springs #or$ in ?&FS% &' >[ is for tnsion only lmnts !ut it applis ust as #ll to comprssion only: FA,80#<119
en)aCragrat (Structural)
2= 6c 01=:-8
i/ can anyon plas xplain #'y som s'ar #all o!cts on plan ar not isi!l in t' lation of t'at gridlin in t' adacnt #indo#/ #'ilst ot'rs on t' sam plan ar isi!l+ I am using ?&FS @ rsion 8%-%0% o#r/ if I st t' lation #indo# to 6 i#/ t'n t' missing s'ar #all is isi!lP I 'a trid t' mous rig'tclic$ and na!ld all i#s/ tc/ !ut still t'is pro!lm prsistsP &'an$sPP Find A Job or Post a Job Opening Click Here. !rali#7 (Structural) 28 6c 08:= 6nition of grid lins to ! risitd% It mans t'at t' s'ar #all o!cts not in lin #it' t' grid lins% If t'is is t' cas/ t'r is a option of dning dlopd lation% 7ou can us t'm to dn grid lins along cur% Durali en)aCragrat (Structural)
29 6c 0<:2-
i Durali/ many t'an$s ys/ I 'a rc'c$d t' gridlins/ and n t'oug' t' s'ar #all is on t' grid/ it dos not appar% .n a rlatd issu/ I did add a dlopd s'ar #all rmot from a gridlin and t'at did not appar as #ll% Hr'aps t' sction lin nds to ! xactly on t' cntrlin of t' s'ar #all+ aing said t'at/ I ust #nt !ac$ and loo$d at t' coordinats of t' #all o!ct and t'y #r som 4mm o t' gridlin% Borrcting it sortd it out many t'an$sPP 6o you $no# of a #ay to mo points to narst gridlin as a mnu dit itm+
tab> (Structural)
11 .ct 01<:04
I" rally ust !n introducd to ?&FS and I #as #ondring if it"s possi!l to st up indiidual inclind gridlins #it'in a systm of ort'ogonal grids% C"eck O!t O!r '"itepaper (ibrar). Click Here. 'illis: (Structural) 12 .ct 0=:2= op% stressed (BiilC?nironm)
2 o 012:21
If you conrt grids to a "gnral" grid systm/ you can t'n us t' 6ra# lin tool (c'ang from >ram typ to ridlin) to dra# gridlins in any s$#d dirction% BSI dos a good o! of adding usful faturs/ many impromnts in t' past yars or so/ !ut t'y do a poor o! of documnting t's faturs rcampbell (Structural)
28 o 0-:49
7ou can also spcify a diagonal grid systm in ?ta!s !y !asically doing xactly #'at you #ould normally do in crating a rctangular grid systm% Simply go to dit grid systm/ crat a n# grid systm (you can call it diagonal for as of rfrnc) t'n in t' ?dit rid ta! clic$ on t' 3locat systm origin3 !utton and 'r you can spcify t' n# origin and also t' angl #it' #'ic' t'is grid systm is to ! locatd #it' rspct to t' glo!al axis% &'n ust add gridlins as pr normal% Try asy to do and most 'lpful for t'os o!s #it' a diagonal grid systm/ !st adic is to 'a a play #it' it to gt t' fl of it% op t'is 'lps Eyan%
mpirez (Structural)
12 >! 04 11:0=
iP ?rtyim I run a modl I gt t' follo#ing #arning: 3*EI &? S.@G&I. @.S& <%= 6II&S .> BBGEB7 >.E 6.> G\ .> J.I& 11484 @.B&?6 & O 1414%000/ 7 O <98%444444/ \ O 10-<%000/ S&I>>?SS D&EI 6I.@ T@G? O 2%<115103 *'y dos t'is 'appn+ *'at can I do to prnt t'is rror+ &'an$s in adanc/ Donica amade!s (Structural)
18 >! 04 1<:4
ormally/ t'is #arning mssags dissapar #'n you ms' t' s'll lmnts into smallr pics% &ry rducing t' siA of t' ms' lmnts and t'at rror #ill pro!a!ly go a#ay% madus DaDaD (Structural)
2- >! 04 10:1-
I #ould suggst t'at you c'c$ t' displacmnts of t' structur (on t' display/ and animating t' displacmnt grap' in d ma$s it asir nding t' mm!rs ma$ing ry larg displacmnts) and nd ry larg displacmnt% &' rmdy is to introduc mor rstraints or connct t' onding mm!r%
I 'op t'is 'lps/ andiron (Structural)
2= Jun 04 21:04
amadus: ust gtting a 'ang of ta!s 8%2%=%%and #as trying #it' arious #ays of modlling sla!Cs'ar #allC#ind tc%% if on ara is dra#n for t' #'ol Koor (!ldg 'as columns and c s'apd s'ar #alls ) and auto ms' ara into structur is clic$d (#it' say 4"4" ms'ing nforcd) and oilaP ta!s dos it%%as pr mr 'a!i!ulla you can nforc autolin constrain and not #orry a!out ms'ing not !ing compati!l in t' tradional sns%%in fact as pr 'a!i!ulla t' s'll strss contour may ump across lmnts !ut largly o$%%so far so good%%!ut analysis #ill oftn yild som rror du to/ in my opinion/ t'is 3fudgy3 ms'ing%% i trid inpputing random columns/ #it' no #alls/ and did auto ms'ing and t' program did not n ac$no#ldg if som columns #'r t'r%% irritatd/ i did !ay!y!ay auto ms'ing !y manually dra#ing null lins conncting t' columns and ms'ing loo$s muc' !ttr%%i mrgd all t' aras to ma$ on diap'ragm%%rsults sm muc' !ttr on t'at%% so t' auto ms'ing isn"t rally auto%%and ms'ing !y t' progrm is still ;uit oftn not corrct%%% tll m #'at you t'in$ a!out it%% t's andiron 4)an(ee (BiilC?nironm)
1 Day 0-:8
'i fafaf: 'o# ar you i 'ad !n did ust as you said a!o/ !ut i can"t nd larg displacmnt/ and t' #arning tll us t'at it"s t' point /not t' mm!r (am i rig't+)/so i am afraid t'at i can"t gt you manning / can you tll m mor + t'an$s a lotP ryan andiron (Structural)
2 .ct 010:4-
amadus is *E.PPP !rali#7 (Structural)
= .ct 0=:2=
I t'in$ t'at #'n t' stinss alu is in t' ordr of 510< or mor/ no nd to #orry a!out t'is% 7ou can c'c$ gloa!l forc nlop to s t' prcntag of rror in loading% I can s t'is crtainly ms'ing pro!lm%
in"10# (Structural)
1 Day 010:22
nalysing complx modl in ?ta!s (#it' part of t' !uilding in modl is not parallls to main axs)/ I oftn gt #arning mssags a!out losss in accuracy% I guss t'at t' rason
is ?ta!s" automs' function #r not #or$ing proprly% o# to x t'is pro!lm+ nyon 'a t' sam pro!lm #it' m+ C"eck O!t O!r '"itepaper (ibrar). Click Here. 'illis: (Structural) 4 Day 010:4 @oss of accuracy #arnings ar normally indicati of impropr rstraints (too many rlass)% Da$ sur t'at your rstraints ar not laing any nods fr to 3spin3 in t' air% @oss of accuracy mssags du to automs'ing ar crtainly possi!l and ar normally du to tig't cornrs tc% #'r ?&FS is forcd to proid a ry atypical (long and slndr) ms' to mt t' structur% &ry 3smoot'ing out3 t' dg of sla! of t' !uilding to aoid t'is pro!lm%
in"10# (Structural)
< Day 09:22
*illisT/ you ar rig't% I 'a noticd t'at #arning massags points to plac in modl #'r t#o !ams intrsct #it' ry nar !ut not ;ual 90 dgr% I 'op nxt rsion of ?&FS #ill 'a mor intllignt automs'/ !ut no# I 'a to dra# null lin to forc automs'ing #'ic' is rally tim consuming% not'r pro!lm is t'at ?&FS not dsigns #all rsisting forcs acting on it surfacs/ so I 'a to dsign rtaining #all at !asmnt ll manually% Is t'r any tip for modlling !asmnt #all+ 'illis: (Structural)
< Day 01<:2
Din'102/ I typically dsign !asmnt and rtaining #alls spratly from t' actual analytical modl% ormally for !asmnts t' forcs applid tnd to !alanc t'msls out from !ot' sids of t' !uilding and t'r is no nd to carry t' forc in t' actual modl% In cass #'r t' art' loads ar coming from only on fac and cannot ! ctily ta$n !y t' #alls on t' sids/ I normally ust placd t' load on a ridig diap'ragm mastr nod at t' cntr of prssur to distri!ut it to t' latral systm% &' actual dsign of !asmnt #alls is asy as t'y ar normally tratd as simply supportd concrt !ams% in"10# (Structural)
8 Day 09:-4
&'an$ you for s'aring xprinc% @i$ you I oftn dsign !asmnt #alls as simply supportd !ams/ !ut somtims #'n rtical loads ar 'ig' I also c'c$ #all as columns using Hdlta analysis and dsign undr com!ind load% 'illis: (Structural)
8 Day 021:1<
I agr Din'102/ #it' 'ig' !asmnt loads I #ill ta$ a loo$ at mor adancd Hdlta analysis t'oug' t'is rarly adds mor t'an 10 or so to t' controlling momnt% not'r altrnat is to us t' BI mt'od for slndr prcast #all lmnts (n# as of BI99 in c'aptr 11 on #alls aftr t' !aring #all mpricial mt'od)% &'is mt'od #as placd into t' cod du to t' fact t'at prcastrs #r using tallr and mor slndr #all sctions #it'out spcic guidanc for t'ir dsign% &'oug' originally intdd for prcast it is ;ually alid for r;ular #alls and is ssntially a pdlta mt'od%
GA+22##88 (Structural)
4 pr 02:2=
i: In ?&FS #'n # modl Kat sla! using tmplat/ to dn drop panl ara structural proprtis do # dn or all dpt' of sla! i%% from t' top of sla! to t' !ottom of t' drop panl or dn dpt' from t' soUt of t' sla! to t' !ottom of t' drop panl% &'is confusion is !caus of t' fact t'at t' program s'o#s t#o orlapping sla! proprtis at t' drop panl ara% 6os t' program add stinsss of t' t#o or lapping sla!s+ 7our 'lp #ill ! gratly apprciatd% &'an$s% 2ng<*ips For!ms is ember &!pported. Click Here to donate. amade!s (Structural) 1- pr 01-:12 In S>?/ #'n you dn a drop panl/ t' drop panl proprtis rplac t' sla! proprtis in t' drop panl ara% It mans t'at you can orlap !ot' aras and t'r #ill ! no pro!lm% Sinc ?&FS Koors can ! xportd to S>?/ I can !t t'at t' !'aior is t' sam% GA+22##88 (Structural)
19 pr 0-:10
&'an$s madus for your rspons% Fasd on rsarc' using a sampl Kat sla! modl in ?&FS/ t' follo#ing conclusions can ! madM ?&FS Kat sla! modling using tmplats: Sla! t'ic$nss O 8 6rop Hanl &'ic$nss O 12b (i%% 8b 5 4b) >or t' a!o situation/ dn sla! proprty #it' 8b and drop proprty #it' 12b t'ic$nss% ssign #'ol sla! t' sla! proprty and t' drops t' drop proprty% ?&FS ignors sla! proprty as dnd for t' #'ol sla! at drop location and instad uss drop panl proprty% ?&FS also ignors drop panls if automatic ms'ing option is usd% ?&FS Kat sla! Danual modling: 6o not orlap sla! proprtis in ?&FS sinc it ignors t' drop panl proprty and uss sla! proprty instad% &' !st #ay is to ms' t' Koor sla! in suc' a #ay t'at it crats ms' lins at drop panl location% &'n pic$ up t' !ro$n drop panl aras and assign t'm drop panl proprty using full 'ig't as 12b for t' a!o mntiond xampl% S>? Kat sla! modling: In S>?/ in cas of orlapping aras S>? rplacs sla! proprty #it' t' drop panl proprty%
e=g"ettib (Structural)
14 >! 01-:1=
llo ll Dy ;ustion is t' nxt: If I do a s'ar #all dsign/ dning t' 3Hir sction typ3 as 3Simplid & and B3 I can gt t' Hir longitudinal rinforcing concntratd in !ot' nds of
t' #all/ and in t' top and t' !ottom of it% Dy pro!lm is t'at if I 'a 2 prpndicular #alls/ t' Hir longitudinal rinforcing is dirnt in ac' #all (and o cours/ must ! t' sam/ !caus t'y ar s'aring t' sam point)% o# can I gt t' ral alu for t'at point+% &'an$sPPP Find A Job or Post a Job Opening Click Here. oanriz! (Structural)
19 Dar 09:01
I t'in$ you must dn t' t#o ort'ogonal #alls #it' t' sam pir nam% &'n you must assign it a gnral pir sction to dsign it% &'n your t#o #alls #ill ! rally on #all #it' t#o ort'ogonal componnts%
oanriz! (Structural)
2= 6c 04 1-:-4
I am trying to dsign a small rsidntial 2 story !uilding in 'ig' ris$ sismic Aon/ !ut ar;uitct dosnYt #ant #id columns/ ' #ants columns of t' sam #idt' of t' partition #alls% Is possi!l to modl t' !uilding li$ a fram #it' som slndr #alls rplacing columns/ !ut #it' #id !ams for mdium spans+ Is t'is only a nam c'ang to aoid Bod rstriction a!out fram mm!r dimnsions+ o# is t' !'aior of t' oint !am (- cm #id) #it' a ry slndr #all (12 cm #id)+ *'at a!out t' rinforcmnt dlopmnt at transrs !ams+ I am using ?ta!s to modl t' !uilding and it sms t'r is no pro!lm #it' t' dsign/ !ut I am #orrid a!out t' actual !'aior of t' structur% Find A Job or Post a Job Opening Click Here. ameen (Structural) 18 Jan 012:00 *'at I can suggst u is to ma$ a 'oop at t' unction of !am and column so t'at u can control t' s'ar coming on to column t'roug' !am/ 'o#r it is practically accpta!l to 'a slndr columns #it' #id !amns/ as far as t' transrs rinforcmnt of t' !am is concrn/ u can proid additional s'ar rinforcmnt !ut I can"t commnt 'o# t' cost #ill incras%
erenattos (Structural)
29 .ct 04 22:-8
'i fol$s/ i^d lli$ to $no# 'o# can i modlat a Kxi!l Koor concrt diap'ragm in ?&FS ctcing (Structural)
0 .ct 04 1:44
S far as I $no#/ you ust nd to crat a s'll proprty in 36n3 3*allCSla!C sctions3 &' s'll lmnt s'ould 'a t' appropiat matrial proprtis and t'ic$nss 'op t'is can 'lp
amade!s (Structural)
o 04 1-:4