Building Design Options Roof1 Lap stiffness factor for bypass purlins. See 5.5.1.A value of 0.5 will give te least !o!ent at te purlin support. A value of 1.0 assu!es a fully integral !e!ber over te lap. An earlier view of te A"# "ode "o!!ittee is tat 0.5 can be used.$e 1%%& A#S# "old'for!ed Steel Design (anual) in te e*a!ple on +age ##',) states te value to use is a decision by te engineer.#n teir e*a!ple) tey assu!ed laps acieved full continuity and used 1.0.- (ini!u! purlin spacing) in.$e progra! will continue to add purlins as re.uired for strengt or deflection. /ou !ay want to set a !ini!u! spacing so te progra! will not locate purlins closer tan tat a!ount., Default allowable roof panel sear) lb0ft) 10!."ec2 wit your panel supplier and enter te proper value for te allowable panel sear. $is is for diaprag! action in te panel.$is is for all panels. Allowable sear by panel can be set in te DS3+A14L.S#5 file.6 7O#D5 (a*i!u! spacing of purlin braces for fasten'troug roofs.See +4 8'%5'5. 4nter te !a*i!u! spacing for bridging angles or sag rods to be used wit te purlin design. 9or e*a!ple if you set te spacing at %&: ;) on a -5= bay tere will be tree rows of bridging angles at a spacing of -506 feet.& (a*i!u! spacing of purlin braces for standing sea! roofs.Sa!e infor!ation as above only for purlin braces to be used wit standing sea! roofs. $ese braces will be used on bot flanges) owever for te fastened troug roof te bridging is only used wit te purlin lower flange.8 #ncrease in te allowable stress for tose design loads tat include wind. $is applies to all design progra!s. $e A#S" and A#S# codes per!it a value of 1.,,,. So!e international codes do not per!it a stress increase for wind loads) in tat case) use 1.< Ratio of wind load for deflection to wind load for strengt.$e typical entry is 1. ?owever) certain international codes per!it te strengt design to use one wind load and te deflection design to use anoter wind load. 9or e*a!ple if youwanted te strengt design to be based on full wind load and te deflection design for 85@ of te full wind load) enter 0.85. "ertain designers in te AS also prefer to use a lower wind load for deflection. See +4 5'%,'6 and 11'01'6.% 7O#D10 Roof LoadingB0 C standard. Set to 0 and te purlins will be designed for only te full live load on all bays)1 C alternate bay loads. Set to 1 and te progra! will use unbalanced roof loads and alternate bay roof loads for te design of roof purlins. See Section 5.,.1 in te Design (anual.)- C alternate bay loads), C alternate bay loads only if snow load D 0.$e presence of code files in te (BSE"ode directory supersede tis setting.See +4 8'%%'&) -'00'8) 6'00'11) 5'00'< for code file settings on pattern and unbalanced loadings.11 Anbraced lengt factorB si!ple span " girts. ;(BS uses 0.6 if set to 0.0 for A#S# %&>1- Anbraced lengt factorB si!ple span 5 girts. ;(BS uses 0.5 if set to 0.0 for A#S# %&>1, Anbraced lengt factorB continuous span " girts. ;(BS uses 0.& if set to 0.0 for A#S# %&>16 Anbraced lengt factorB continuous span 5 girts. ;(BS uses 0.8 if set to 0.0 for A#S# %&>$e above 6 values are set in te A#S# "ode. See 5.5.,.-. #f you enter 0 for eac value) te progra! will use te A#S# values. ?owever) if you want to override te A#S# values you can do so by entering te values in te above 6 lines. ;7alues vary for 1AAS01.See.15 Anbraced lengt factorB all oter !e!bers.$is is te sa!e as te above 6 lines) owever) it applies to tose !e!bers wic are notlisted in te A#S# "ode. $ese !e!bers include F) R) D) and A. #f Gero is entered) te progra! will use a value of 0.8.#f te !e!ber is considered to be fully unbraced and bein accordance wit bending e.uations in capter 9 of te A#S") use a value of 0.1.1& Ase 1 for replace!ent of == wit lap bolt gage in calculating allowable sear at purlin laps) else use 0. $e typical entry is 0. "ontinuous purlins are cec2ed for sear and !o!ent at te lap attac!ent point. #n cec2ing te sear) te progra! uses te full web dept to cec2 te web sear. $ere are tose engineers tat reason tat at tat location) te bolt gage sould be used as te unsupported web dept. #f you believe in tat reasoning enter 1) else enter 0.18 5one for wind loading on panelsB1.0 C interior)-.0 C edge for all panels) or,.0 C edge and interior loading according to Gones ;see +4 %'05'$e typical wind code places a iger wind loading on te edge of te roof. $ese iger wind loads are sown in parentesis in te wind code tables) for e*a!ple see page ,'11.1< +ara!eters 1< to -1B 1ot used if code load files are used.+urlin design for edge strip loadingB0 C no)1 C yes.#f you want te roof purlins designed for te edge strip loading) set to 1. See +4 %'%6') enter =-= for e.uation ;,0'5>) enter , for detailed seis!ic calculations.$e %8 AB" seis!ic loading can be interpreted in different ways.$e default option gives te iger loading.Option =-= as a 18 percent reduction in load) wile option =,= as a greater reduction in load.Option =,= is !ore co!ple* but is fully andled witin te progra!. See +4 5'%%'%.DS3BA#LD;roof5-> C 0 is re.uired to activate te special provisions for tension !e!bers) Section & of +4 5'%%'%. Option =6= is si!ilar to #B") see +4 5'%%'% revision notes.&- (a*i!u! A*ial load in =O9= !e!bers) purlins and eave struts.$e progra! will issue a warning wen te a*ial load in an open web steel Moist is greater tan tis value. AnitsB 2ips) 2ilo newtons.&, Roof pitc below wic no sag straps will be used.Roof slopes below tis value will not use sag straps or bridging angles.Slopes are reported as K in 1- for 4nglis units and K in 100 for !etric units.See +4 %'%%'-.&6 Design of wind bent colu!n to rafter and wind colu!n base connections. $e value of o!ega is used to increase !o!ent.0 C no cange1 C on Find bent 2nee- C on Find bent 2nee) Find colu!n base) and Rigid fra!e colu!n base for wea2 a*is bendingSee +4 5'%%'% and %'01'& for specific values. $is is only for tose building codes tat use te AS"4 and AB" based building code seis!ic loading e.uations.&5 #f set at =-= all cold rolled design will be in accordance wit 1%%& A#S#.$e current cold rolled design is wit te 1%.#f set to Gero) te space follows standard purlin spacing. See +4 10'01'5.%% Fen gable e*tension DC value ;inces>) cec2 purlin deflection li!it as set by e*tension purlin100 9or cable entries in te DS3"ABL4.S#5 file) include 10, load increaseB 0) 1) -) ,. See +4&'0-'10. #f te wind adMust factor e.uals 1.,,,,)#f e.uals 0) 1) or ,) ten use te allowable load in te file) or#f e.ual to -) use 1.,,,, ti!es allowable load in te file. #f te wind adMust factor e.uals 1.0000)#f e.ual to 0) ten use te allowable load in te file and give !essage)#f e.ual to 1) use 0.85 ti!es te allowable load in te file) or#f e.uals -) or ,) ten use te allowable load in te file.101 9or rod entries in te DS3"ABL4.S#5 file) include 10, load increaseB 0) 1) -) ,. See +4 &'0-'10.10- 9or angle entries in te DS3"ABL4.S#5 file) include 10, load increaseB 0) 1) -) ,. See +4&'0-'10.10, VOID106 $e !ini!u! ratio to consider bot purlins adMacent to te endwall colu!ns as strut purlins. $is ratio is te s!aller distance fro! te endwall colu!n to te closest purlin divided by te purlin spacing.See +4 0.0) 1.0 ' Obstructed wind flow coefficients-.0 ' "lear wind flow coefficients1,- Open Building wind flow designation for te rigid fra!e coefficients ;AS"4 8'05>0.0) 1.0 ' Obstructed wind flow coefficients-.0 ' "lear wind flow coefficients1,, $e settings for DS3BA#LD;roof 1,,> are as followsB0 C use DS3BA#LD;roof for eave struts as well as purlins)D 0) H 1B use 0 as te option for eave struts even toug D 0 !ay be used for purlins)1 to 6B sa!e as DS3BA#LD;roof only it specifically applies to te eave struts.1 C use co!pression struts in te braced bays even if not re.uired fro! te analysis. Struts are designed independent of purlins and placed in te following baysB- C braced bays only), C braced bays and bays between te endwall and te nearest braced bay)6 C sa!e as , and includes bays between braced bays tat are near eac endwall.5 C an independent eave strut is added in eac bay at eac eave line.1,6 #f te a*ial load in te independent strut is greater tan tis para!eter) ten) te strut type will be designated by DS3BA#LD;roof 1,5>. $e first step in a*ial load is defined by DS3BA#LD;roof 110> for purlins and DS3BA#LD;roof 111> for eave struts.1,5 $e independent strut type is designated as followsB1 C 5)- C D ;bac2 to bac2 ">), C + ;round pipe>)6 C $ ;s.uare tube>)5 C R ;ot rolled wide flange>)& C F ;welded plate wide flange>1,& +ercent of te endwall area tat is open for te closure defined as Open.Default is 0.)1 C ;wall eigt ' low girt eigt 0 ->$e oriGontal co!ponent of te wind load on te endwall is te su! of tat wic accu!ulates on te roof plus tat wic accu!ulates on te sidewall. #f you want te sidewall co!ponent calculations based on one alf te wall eigt) enter 0. #f you want te sidewall wind to include te wind load tat goes into te endwall girts) enter 1.11 Default !e!ber type for wind colu!ns and wind bentsB0 C =R=)1 C =F=$e progra! needs to wic !e!ber type sould be used in te auto!atic design of windbents ;portal fra!es>.1- Default !e!ber type for door Ma!bs and eadersB1 C ")- C A), C " A$e progra! needs to 2now wic !e!ber type sould be used for door Ma!bs. #f you enter ,) te progra! will first try all te " Ma!bs and if tey are not ade.uate) it will go tote A Ma!bs. A A !e!ber is a ot rolled cannel.1, Deflection li!it for te lowest girt on a partial wall.;0Csa!e as girt>$e lowest girt on a partial wall !ay provide support for te partial wall !aterial. $is !aterial !ay re.uire a different deflection li!it tan tat used for te oter wall girts. 4nter te deflection li!it for te girt at te top of te partial wall.16 VOID15 VOID1& VOID18 Lap below) wic bypass girts are treated as outside !ount.#t is possible to ave a s!all lap in bypass girts and to consider te lap as a si!ple span connection. 4nter te largest lap for wic you will per!it te progra! to consider te lap to be a si!ple span connection. See +4 5'%. $e options are listed belowB /ou would select option one if you wanted to start wit te !ini!u! bolt dia!eter and te !ini!u! lap) ten deter!ine te nu!ber of rows to satisfy te connection. #f two rows were not ade.uate) te progra! will increase te lap one step ten try one and two rows of bolts. 9inally) if te longest lap wit two rows of bolts is not ade.uate) te progra! will repeat te process wit a larger bolt dia!eter if a larger bolt dia!eter is available.6- 9ra!ed opening type 5 girt range fro! eave strut to attac additional girt. See +4 6'0-'6.6, 9ra!ed opening type 5 girt location fro! botto! of eave strut wen girt is witin range of DS3BA#LD;wall 6->66 Option to ave wall girt laps to co!e fro! DS3LA+1.siG file.65 Rigid fra!e and endwall bracing reactions are to be included as part of basic reactionsB0 C /es)1 C 1o6& VOID68 Fall girt spacing less tan tis value will not receive diagonal rods for girt stabiliGers.6< Distance to added special girt above lower roof line for partial wall panel at intersection area6% (a*i!u! lengt fro! building end tat considers girts or purlins continuously braced wit liner panel.0.00 ' Ase default value of 15.85: ;600 !!>'1.00 ' Do not consider liner panel as continuously braced50 (a*i!u! difference between liner panel and wall eigt ;pea2 eigt for endwall liner> tat considers girts continuously braced.0.00 ' Ase default value of 5%: ;1500 !!>'1.00 ' Do not consider liner panel as continuously braced51 Option to consider continuous wall girts spans near fra!ed openings wen evaluating !a*i!u! span ratio for te use of !o!ent reduction factor.0 ' Ase !a*i!u! span ratio on girt spans near fra!ed openingsD 0 ' Span ratio greater tan tis value will not consider te fra!ed opening girt and will use te !o!ent reduction factor on bot girts5- Average wall girt spacing used by te AS15 code to calculate girt load area.$is is not used if te wall girt spacing is set by te user.5, Iirt dept opti!iGation for flus girts0.0 C Dept of least weigt girt is deter!ined per bay.1.0 C Dept of least weigt girt is deter!ined per wall.56 Door Ma!b design options to consider wall panel support0.0 C Fall panel supporting bot flanges) !o!ent reduction factor available1.0 C Fall panel supporting outside flange only) !o!ent reduction factor not available-.0 C Fall panel is not supporting bot flanges) !o!ent reduction factor not available55 Find bent colu!n 2nee web tic2ness increase.$is setting is used to consider a tic2er 2nee web in order to provide ade.uate resistance before adding diagonal or oriGontal stiffeners0.0 ' 1o web tic2ness increase1.0 ' Feb tic2ness increase5& Building roof surfaces tat are T ' tis angle ;in degrees> fro! %0 degrees will be considered to be vertical surfaces.Building Design OptionsSidewall1 7O#D- Set Ma!b0eader dept) in.#f te value entered is =0=) ten Ma!b0eader dept is a !ini!u! of te girt dept.#f te value is greater tan =0=) te Ma!b0eader will be e.ual to tis dept) OR if te value entered is ='1= ten te Ma!b0eader dept will be e.ual to te girt dept.#f a deeper deptis re.uired for strengt) te Ma!b0rafter will be selected and an over stress will be reported., Default allowable sidewall panel sear) lb0ft) 10!."ec2 wit your panel supplier and enter te proper value for te allowable panel sear. $is is for diaprag! action in te panel. $is is for all panels. Allowable sear by panel can be set in te DS3+A14L.S#5 file.6 Anbraced lengt for sidewall girts wit inside flange braced) in.$e inside flange of te wall girts !ay be attaced to tie rods or sag angles for te purpose of stabiliGing te flange. Fen te flange is stabiliGed) it will ave a larger !o!ent capacity to resist wind suction. 4nter te !a*i!u! spacing of tese braces. See +4 8'%5'5.5 7O#D&$e ne*t 5 lines are for default ite!s tat are in te "rane design input file on te Specialscreen. 9or crane design on te !ain screen) si!ilar data is set during building data entry. "rane bea! design steel yield) ;2si) (10!J>.Ased only wit te "rane Design in te Special screen8 "rane bea! design vertical deflection li!it.Ased only wit te "rane Design in te Special screen< "rane bea! design oriGontal deflection li!it.Ased only wit te "rane Design in te Special screen% "rane bea! typeBAsed only wit te "rane Design in te Special screen1CR")-CS"$e R" crane bea! consists of a ot rolled !e!ber fro! te DS3R9R( file and a ot rolled cannel fro! te DS3A"OL file. $e S" bea! is te sa!e only Standard sections are used fro! te DS3R9R( file.10 "rane bea! design) spacing between cranes) ;inc) !!>Ased only wit te "rane Design in te Special screen"rane bea!s are designed as si!ple supported bea!s. Fen !ore tan one crane is on a bea! te spacing between te rear crane weel of one crane and te front crane weel of te adMacent crane is given by tis value.11 $e flus bea! on a sidewall eave e*tension is bolted to te rigid fra!e rafter or te endwall rafter. $e distance te e*tension bea! e*tends on top of te rafter is called te lap ;te distance fro! te end of te e*tension bea! to te steel line along te roof surface>. $e lap wic will be considered by te progra! can be set by te user as te sortest ;!ini!u!>) longest ;!a*i!u!>) and lap interval in !oving fro! te sortest to te longest.See drawing +K1.1- (a*i!u! lap for a flus sidewall eave e*tension bea! ;See U11 above>1, #nterval for increasing te lap of te sidewall eave e*tension bea! ;See U11 above>16 Rows of bolts for connecting te flus sidewall eave e*tension bea!s to te rigid fra!e.1 C tere will be no !ore tan one row near eac end.- C tere will always be - rows near eac end., C te progra! will use 1 or - rows as needed for load transfer.15 Fit tree ite!s to be deter!ined in te connection design ;lap lengt) bolt dia!eter) andnu!ber of rows of bolts> eac designer !ay follow a different se.uence in designing te connection. $e designer can set teir order of selection in design by setting DS3BA#LD;sidewall 15>. $e options are listed belowB /ou would select option one if you wanted to start wit te !ini!u! bolt dia!eter and te !ini!u! lap) ten deter!ine te nu!ber of rows to satisfy te connection. #f two rows were not ade.uate) te progra! will increase te lap one step ten try one and two rows of bolts. 9inally) if te longest lap wit two rows of bolts is not ade.uate) te progra! will repeat te process wit a larger bolt dia!eter if a larger bolt dia!eter is available.1& Sidewall eave e*tension) bypass purlins) brac2et welded to colu!nS0 C /)1 C 1Fen te eave e*tension support bea! is placed below te roof purlins) te end of te bea! is attaced to te rigid fra!e colu!n. $is attac!ent can be a direct bolt of te end of te bea! to te flange of te colu!n) or a brac2et can be welded to te colu!n and te e*tension bea! bolted to te brac2et.18 Fall "anopy) bypass purlins) brac2et welded to colu!nS0 C /)1 C 1Fen te wall canopies support bea! is placed below te roof purlins) te end of te bea! is attaced to te rigid fra!e colu!n. $is attac!ent can be a direct bolt of te end of te bea! to te flange of te colu!n) or a brac2et can be welded to te colu!n and te wall canopies bolted to te brac2et.1< B4+ connection between Sidewall eave e*tension bea! and colu!nB0 C 9) te end plate flus wit te bea! flange)1 C 4) an end plate tat e*tends beyond te flange- C S) si!ilar to te 4 type only tere is a stiffener between te end plate and te flange.#n te bolted end plate connection at te end of te e*tension bea!) select te type of connection. See 9igure.1% B4+ connection between Fall canopy bea! and colu!nB0 C 9) te end plate flus wit te bea! flange)1 C 4) an end plate tat e*tends beyond te flange)- C S) si!ilar to te 4 type only tere is a stiffener between te end plate and te flange.#n te bolted end plate connection at te end of te wall canopy) select te type of connection. See 9igure.-0 Live load deflection li!its for sidewall eave e*tension purlins and girts.#f te live load deflection li!it for sidewall eave e*tension purlins is different tan te live load deflection li!it for roof purlins) you can set tat li!it ere.-1 Find load deflection li!its for sidewall eave e*tension purlins and girts.#f te wind load deflection li!it for sidewall eave e*tension purlins is different tan te wind load deflection li!it for roof purlins) you can set tat li!it ere.-- Deflection li!it for sidewall eave e*tension bea!s) default is rafter wind.#f te wind load deflection li!it for sidewall eave e*tension bea!s is different tan te wind load deflection li!it for endwall rafters) you can set tat li!it ere.-, (ini!u! web dept for tapered bea!s in sidewall eave e*tension and canopies.$e progra! will only provide sufficient dept to satisfy strengt. Fit tis para!eter) fabrication concerns can be considered.-6 Default pea2 offset for purlins on canopies) in.4nter te distance fro! te building surface to te first purlin on te canopy) as !easured along te canopy rafter.-5 "rane bea! dept used only to calculate te eigt of crane brac2et.$e user enters te eigt of te top of te crane bea!. $e rigid fra!e detailing progra!and te rigid fra!e erection progra! need to 2now te eigt of te crane bea! brac2et. $e progra! ta2es te user input crane eigt and subtracts tis para!eter to calculate te brac2et eigt. "urrently) te progra! user !ust enter tis para!eter for eac crane bea!. $e crane bea! dept deter!ined in te Special screen does not transfer out to oter progra!s.-& Bolt selection criteria) eave and purlin strut to rigid fra!eB0.0) 1.0 C goes troug te se.uence of bolts wit te !ini!u! nu!ber of bolts ten goes troug te se.uence of bolts for te !a*i!u! nu!ber of bolts.-.0 C tries te !ini!u! nu!ber of bolts for te first bolt in te se.uence ten trieste !a*i!u! nu!ber of bolts for te first bolt in te se.uence. $at is) it increases te nu!ber of bolts prior to !oving to te ne*t bolt in te se.uence.See also +4 ,'% ;includes tension field action> for allowable sear stress#n te ne*t two options) use te e*isting web plate and reinforce te plate as followsB6 C use a diagonal stiffener on eac side as reinforce!ent5 C use a oriGontal stiffener on eac side as reinforce!ent,8 Revise flange plate at top of SF colu!nBSee Section for ot'rolled colu!ns.,< (ini!u! angle between flange braces and vertical line troug te web) degrees. $is is used to deter!ine flange brace attac!ent point wen !ultiple flange brace attac!ent points are available.Default value is ,0 degrees.#f a negative value is entered) it indicates te angle for attacing tose flange braces tat are fastened to te purlins or girts wit screws.See +4 5'0,'&.,% R)F) colu!nB 1u!ber of bearing stiff above interior R9 colu!nB0) 1 C one)- C two.#n eac case) te web stiffener is on bot sides of te flange. 9or a single location te stiffener is at colu!n !id dept) for - locations te stiffeners are on te edges of te colu!n.60 R) F colu!n) turnedB sa!e as ,%.61 $ube or pipe colu!nB sa!e as ,%.$e use can select 1 or - bearing stiffeners to be placed above interior rigid fra!e colu!ns.$e selection can be based on colu!n type.$is is only for te pinned colu!nto rafter connection. #f stiffeners are used wit te fi*ed connections) tere will always betwo stiffeners. $ere are user options for te web stiffeners to always be used above interior colu!ns or to be used only wen re.uired. See DS3BA#LD;9ra!e 10- to 105>.6- Bearing strengt factor on flange brace to purlin connectionBBearing strengt factor C 9u P "1 P t.Fere 9u C tensile strengt of purlin) "1 C ,.0 wen wasers are used) else -.--) t C tic2ness of roof purlin. 4nter 0 and te default values will be used.$e default values are &5 P -.-- P 0.0& C and 0.66< P -.-- P 1.5-6 C 1.51 210!! ;(etric>.6, $o ave rigid fra!e interior colu!ns and sidewall and endwall colu!ns designed wit 2l0r HC -00) set tis para!eter to D 0. $e A#S" code does not re.uire tis option. $e i!pact of re.uiring 2l0r HC -00 is to re.uire te use of !e!bers wit wider flanges. Fen tis para!eter is D 100) te value will be used as te !a*i!u! 2l0r for te colu!n.66 9lange brace to be designed for tis percent of force in R9 flangeB4ngineers ave so!e difference of opinion on te a!ount of force tat te flange brace sould be designed for. #f a Gero is entered) te progra! will use - percent of te force in te co!pression flange. $o use) for e*a!ple) one percent) enter 0.01.65 "rane bea! design) unbraced lengt criteriaB0 C crane weel to bea! end)- C bea! lengtBSo!e engineers will reason tat te crane bea! wic is not being fully loaded will stabiliGe te bea! being designed. $en) te unbraced lengt of te crane bea! is te distance fro! te front crane weel to te end of te bea!. $ere are oter engineers tatreason tat one crane bea! does not stabiliGe te oter) ten) te unbraced lengt of te bea! is te full bea! lengt.6& /ield stress for F interior colu!ns is based onB0 C colu!n)1 C ot'rolled flange#f your F type interior colu!ns are to be fabricated fro! te sa!e !aterial as te rigid fra!es) enter 1 and te rigid fra!e yield strengts will be used in te colu!n design. #f te F colu!n is to be designed for te ot'rolled colu!n yield strengt) enter 0.#f te value is greater tan -0) tis value is used for te yield strengt ;2si) (10!J>.68 /ield strengt of pipe colu!ns) ;2si) (10!J>.+ipe colu!ns !ay be used as interior colu!ns for te rigid fra!e. $e value entered erewill be transferred to te rigid fra!e design progra! for te design of pipe colu!ns.6< Are flange braces available for sidewall colu!nsS0 C yes)1 C noA design re.uire!ent for so!e buildings !ay be to ave no flange braces on te sidewallcolu!ns. #f tat is te case enter 1 for tis para!eter.6% (in nu!ber of rows of ancor bolts on F) R interior colu!ns.So!e co!panies prefer to place - rows of bolts on interior colu!ns to provide !ore stability for te colu!n. 9or two rows enter -. 9or one row) enter 1 or 0.50 #f D Gero) flange tic2 will not be less tan web tic2ness.So!e !e!bers !ay be very deep. $is causes te web tic2ness to increase. #f at te sa!e ti!e) te !o!ents in te !e!ber are s!all) te flanges will be tin. #t is possible toave a flange tat is tinner tan te web. So!e designers prefer to ave all flanges at least as tic2 as te web.51 (ini!u! interval in te selection of web depts.Fen dept opti!iGation is on) te progra! will select any web dept as needed. $is para!eter re.uires te progra! to select web depts at !ultiples of te para!eter. 9or e*a!ple) if you enter ,:) ten te available web depts are , & % 1- 15 and etc. $ese available depts only apply wen te dept is canged by te progra!. ?ence) !ini!u! colu!n and rafter depts wic are ade.uate will re!ain at tose !ini!u! values.5- Stiffener widt is based on B4+ widt C0)colu!n flange widt D 0$e progra! will select te colu!n to rafter stiffener based on te widt of te bolted end plate ;enter 0>) or te widt of te colu!n flange ;enter D 0>. See +4 %'%8'%.5, #f set C 1. ten all flange braces will be designed for one side only.All flange braces will be on only one side of te rigid fra!e colu!n and rafter. See +4 10'%8')1C flange force e.uals !o!ent at connection divided by !e!ber dept)-C sa!e siGe as rafter flange for vertical and perpendicular connections) sa!e as colu!n flange for oriGontal connections),C flange widt is e.ual to or greater tan &:.$ic2ness is e.ual to or greater tancolu!n outside flange tic2ness for fra!es wit a diagonal splice and an eave e*tension) te brac2et top flange tic2ness co!es fro! te DS3+LA$4 file wit a !ini!u! widt of &: and tic2ness e.ual to or greater tan te e*tension bea! flange) or6C flange force is flange stress !ultiplied by flange area.Fen te flange force is 2nown) te progra! calculates te flange area by dividing te flange force by 0.&0 P 9y.$e flange widt is e.ual to te colu!n flange widt.+late tic2ness co!es fro! te DS3+LA$4 file and is e.ual to or greater tan te re.uired tic2ness.9or ot rolled !e!bers) te colu!n cap plate is fro! te DS3+LA$4 file wita widt and tic2ness e.ual to or greater tan te colu!n flange.86 $is para!eter serves different functions relating to te +'delta part of rigid fra!e analysis.Data entered ere controls wat is entered under +'delta on te Analysis Options line of te Rigid 9ra!e Design #nput file.See te table for values and progra! action ;sown below>. $e stability cec2 is for seis!ic loads. So!e building codes ave a drift li!itation strictly for seis!ic loads. $e progra! calculates and reports te drift li!itation and issues a warning if te li!iting drift is e*ceeded. $e li!it is e*pressed in ter!s of a =stability coefficient=) wic is DS3BA#LD;fra!e 86>. (ost building codes use a value of0.10. 9or standard +'delta see section for allowable sear stress), C use A#S" for!ula ;I,'1> ;includes tension field action> for allowable sear stress#n te ne*t two !etods cec2 te connection web sear and if inade.uate) use a oriGontal stiffenerBuse te current !etod fro! Sal!on and Oonson) see +4 1'%&'1., C use A#S" for!ula ;96'-> for allowable sear stress)6 C use A#S" for!ula ;I,'1> ;includes tension field action> for allowable sear stressSee +4 6'06'- C #ncrease dept by -: ;50 !!>, C #ncrease dept by ,: ;85 !!>,0 C Deter!ine !ini!u! tic2ness using !a*i!u! available dept and reduce deptusing tis tic2ness.1-- Double " rigid fra!eB allowable bending stress in connection plateB0 C A#S" for!ula 9-'5) ;0.&0 P 9y>1 C A#S" for!ula 9-'1 and 9-',) ;0.85 P 9y>1-, Double " rigid fra!eB coefficient to adMust te ;!a*i!u! plate e*tension beyond !e!ber dept>.$is value is used in conMunction wit DS3BA#LD;fra!e 1-1> C ,0.0.1-6 Double " rigid fra!esB to select colu!ns and rafters as D !e!bers enter 1) else colu!ns and rafter selected on basis of " !e!bers wit 10- load.1-5 (ini!u! oriGontal clearance fro! crane $I runway bea! centerline to fra!e inside flange.1-& (ini!u! vertical clearance fro! crane $I runway bea! to underside of fra!e.1-8 9lus endplates to locate welds on one side or bot sides of te flange.See +4 10'0-'8.1-< Li!it states R$9 base reactions) load co!b)0 C factored)1 C service.1-% Option to set te spacing of stress cec2 points used in rigid fra!e design ;in) !!>. $e default stress cec2 spacing is set at 5 ft and 15-6 !!. #f you want to use any oter value) set tat value to tis para!eter. See +4 10'0-'10.1,0 Option for te progra! to use te !a*i!u! unbraced lengt wit respect to te outside and inside flanges for a*ial allowable stress.0 C girt spacing)1 C flange brace spacing.See +4 -'0,'10.1,1 Option for (RfDes to set initial flange widt to ;web dept 0 * T 1:>L were * C f1,1.See +4 -'0,'&.1,- Options in selecting type of strut !e!ber between rigid fra!e interior colu!nsBA se.uence of nu!bers can be usedL 1 nu!ber) - nu!bers) or , nu!bers. #f !ore tan one nu!ber is used) te progra! will first try te first nu!ber and if tat is not ade.uate) te ne*t nu!ber is tried.1,, #ncre!ent between effective ole dia!eter and bolt dia!eter) default C 101& inc for 4nglis units and - !! for (etric units.See +4 ,'0,',. $is incre!ent includes te ole plus any da!aged steel considered to be around te ole.1,6 Fit a uni.ue rigid fra!e at endwall) te tributary area for calculating te live load is based onB1,5 (ini!u! oriGontal clearance fro! te runway bea! flange or te runway bea! cannel to te fra!e flange.1,& $inner plate tic2ness li!it to allow !a*i!u! fillet weld siGe to e.ual to tinner plate tic2ness.A#S" specifies 106:.1,8 #nterval to reduce te !a*i!u! fillet weld siGe fro! te plate tic2ness wen tinner plate tic2ness is greater tan DS3BA#LD;fra!e 1,&>.A#S" specifies 101&:.1,< (ini!u! flange plate widt for rigid fra!e top plate to eave strut wit flus sidewall girts or flus sidewall girts wit proMection.Ased wit bolted end plate splice type as perpendicular and vertical.See +4 10'0,'8.1,% 7O#D160 #f set at 1) te progra! will use (etod # and ## in sear calculations for te "4"S code) else it will use (etod # for all conditions. $e "4"S 10-B0- code is te "inese structural design code.161 "4"S "ode) sear 2ey design) e*tension of concrete opening beyond eac side of sear 2ey16- Strengt of concrete for "inese code) sear 2ey design) (ega 1ewtons per s.uare !eter.9or concrete grade "15 strengt is 8.-. See section Q1O$ A"$#74R,& Larger !in flange clearance for e*tended splice. $e above tree are not active. $ey ave to do wit !oving te location of te bolted end plate bolts based on te slope of te flange. Q1O$ A"$#74R,8 $9 fra!e type) splice type for top of interior colu!n.1 C =94= e*tended !o!ent splice)- C =9S= stiffened !o!ent splice), C =99= flus !o!ent splice. See +4 ,'00'&6 C =9O= outside of flange witout stiffeners. See +4 6'01'%.,< (in surface offset re.uired for 4 or S splice) oterwise 9 splice used. Fen te 4 or S bolted end plates are used tere !ust be sufficient available space outside of te flange for te end plate. #f tis value is entered te progra! will use it as te re.uired space. #f te building as a surface offset less tan tis te progra! will switc to te 9 type splice.,% "alculation of flange force for bolted end plate design welds0.0 C 9lange stress P area1.0 C (o!ent 0 dept force resisted by flange weld only) See +4 8'00'&.-.0 C (o!ent 0 dept force T a*ial resisted by flange weld only,.0 C (o!ent 0 dept force resisted by flange weld and web weld) See +4 -'0&'1.60 (ini!u! tic2ness of bolted end plate on ot rolled colu!n is colu!n flange tic2ness plus tis para!eter.See +4 8'00'10. Fen D(-61 is set to ,) ;drawing R91%> te flange cutout is e.ual to te tic2ness of te bolted end plate. $is para!eter sets te !ini!u! cutout and end plate tic2ness to te colu!n flange tic2ness plus tis para!eter. $is per!its te web cut to be !oved fro! te tic2er web at te surface of te flange.61 Splice typeB Rigid 9ra!e interior colu!n !o!ent cap plateB- C 99), C 9S)6 C 9O)else 94 ;default>During building entry te user can call for a !o!ent splice at te top of interior colu!n rigid fra!e colu!ns. #n tat event) te progra! uses te splice type indicated ere. $e first letter) 9) designates 9#K4D) and te second letter designates te plate e*tension and stiffener conditionB1 C =94= e*tended !o!ent splice ;default>)- C =99= flus !o!ent splice), C =9S= stiffened !o!ent splice ;See +4 8'00'18>)6 C =9O= outside of flange witout stiffeners ;See +4 6'01'%>.6- B4+ for e*tension bea!sB bolt spacing 9 type splice.6, B4+ for e*tension bea!sB bolt spacing for te 4 and S splice types.66 B4+ for e*tension bea!sB increase in B4+6, if tere is insufficient bolt clearance.See +4