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97-751 CERTIFICATE OF - OCCUPANCY . TOWN OF QUEENSBURY WARREN COUNTY, NEW YORK September 1'6 98 Date '19 — 97751.. . This is to'certify that ,work.requested to"be done as shown by Permit No. has been .completed: NEW COMMERCIAL BUILDING This atructure may be occupied;as s BAY RD. . Location Owner LOWE'S. HOME CENTER TAX MAP NO :5 9 . ,1-16 By Order Town Board - .TOWN OF QUEENSBURY ` Director of,Bldg. kCode Enforcement . BUILDING ! PER-MIT TOWN OF QUEENSBURY VALUE. `$ 3021051 No- WARREN COUNTY,,NEW PORK. PERMISSION is hereby granted to OWNER of property located at BAY. Street.Road or Ave. in the Town of Oueensbury,To Construct or place a at the above location in accordance to application together NOR h I h hereto filed and approved and in compliance with the Town of Queensbury Building and Zoning Ordinance. 1. OWNER'S Address is. , : QUAKER,--ROAD:.....:yr. 1;'QUEENSBURY< -: NY--, 12804. 2. CONTRACTOR or BUILDERS Name NORTHEAST: UNITED.. 3. CONTRACTOR or BUILDERS Address =3101�:-SHIPPERS,.,ROAD,::. PO- BOX- 678 ' VE3TAI wNY 51,:.06T 4. ARCHITECT'S Name S. ARCHITECTS Address 6. TYPE of Construction—(Please indicate by X) ! )wood Frame 1 )Masonry { ►'Sia'ei" CPkIHERCIAL. BUILD INGS,,..:•,,14 7, PLANS and Specifications V 4-20.N9.3­j­'4Sgw=fV,;COMMERCIAL BUILDING AS,.-PER, PLOT.�PLANe-SP.ECIPIGATIO 8. Proposed Use ��NEWI' COMMERCIA36_BUILDING $ 0121 P Iill�'f`F'EE`PAID-THIS PERMIT EXPIRES k' Januar fr•-o" ,.. (If a longer period is required an application foran extension must be made to the-Building and Zoning inspector of the town of Oueensbury before the expiration date.) Dated at the Town of Queensbur this `6sDay"'of J - "19 ;.�•� z. .e ;_ SIGNED BY �',R" AA for the Town of Oueensbury Building-and Zoning Inspector. nuccazyi rcr»cz .gip It ton l o mull 'of Queellshul y - Dept, r f Conunrnrity Ucvclopnrent, 742 Urw/lua�l, Queen•ibni y, NI' 12ao4 /7Gl-s25GJ 'D BUILDING & . CODE ENFORCEMENT NOTICERequirements prior to issuance I A pemit must be ob of this permit: PERMIT FILE NO. obtained before beginning construction,, No inspections will lw made until applicant has received C] Zoning Board Action! PERMIT FEE PA/D$ a VALID BUILDING PERMIT. All .Area /Usc a66 T applicants' spaces on this application RECRCAn0N /:EE 1'A//J$ MUST be completed and.[fie signnlure Q Plaluli►tg Dorn►d Action REV/EWEU !i): of Ihe-applicant must appear on the SIM / Subdivision /Olhcr DuDding hu a ctor• a�plicnlion form, nY..t�,h,. Recrealirm Fcc.Pnyment Applican J t: r)a: k) i oil Owner: Itim" E - J Jl 0 ►o 'L5 Yr . FJa)l bo `b ,� L�Address: —i-- � � t� � Address: 31 D I �I�'�S �f7 I"d r3, 01�o �I 138s1 oc�78 vim, �Jy Phone # ((00 ) - ►�n1_v__ I'ltale # 2 7D- _LD I D I'rtilictly I.ocullon; _ & tZ*_A) r.2 Q�- tC o 4 17�_ illlvinlun Nnnlhi TAX Mill: Ntinlhl'gs) .,._._.�.,.. .�.L.,..,... • �--� 4 I l lluu, l Illlur I tZS NATURE OF PROPOSED WORKI ESTIMATED MARKET VALUE OF THE New Building: CONSTRUCTION:' $ 3 oZ Ion ( . residence / cotmmercial , Addition- to Buil ing: residence ./ coituaercial OCCUPANCY INFORMATION: Alteration to Building: Primary Building - residence / commercial Single Family Dwelling Residence / Commercial Two Family Dwelling no change to exterior size Family Dwelling Office Other Work (describe below) Mercantile Manufacturing Other GROSS AREA OF PROPOSED STRUCTURE: . .- � b If ADDITION, what will use lot Floor. . . . : . I D.q � -q ft' of new, addition be? : 2nd .Floor. . . . . . . . sq. ft. Other Floors . sq. ft. (not: unfinished cellar' or basement) ACCESSORY BUILDINGS: Detached Garage 1; , 2 car TOTAL.: FLOOR AREA: ':�. Q = SQ. `FT. Attached Gnrag.e,.1., ..2 .car Private ,Storage.;Build' SIZE- OF;,NEW.STRUCTURE: Cottimeri:ial Storage. Building FEET X. FEET .. . Otkier. Foundation Type: Will an second-hand or ungraded Number of Stories: QM9 lumber be used? If so, foe what? (iiab'tt�ble space UR�ry ) - :t- Height (grade to ridge) : �.7j feet TYPE OF HEATING SYSTEM: Number of fireplaces and/or woo stove (circle• all wliicli a lips) to be installed: kio&Ie, E ectric / Oil Gas /Wood orce of Air Baseboard / Other Person responsib a or, supervision of work as rFDF;v ads to bus ding codes is : .Apt I M. I i6cLlt-N 31oI 'AtI�p�t?� �y ( JE2 r�1� 13851•��7� Nd"me Addresss Plto 9D - la)a Builder: Plumber: TP.,p Mason: .- Electrician: -rlbp DECLARA770N.• Please sign below after you love carefully read the staternerrt, 'T64lie-best of my knowledge, the statements contained in this application, together with [lie plans aiid specifications subniitled, arc a true and complete statement of all proposed work to be done on the described premises and that all provisions of the Building Code, alic.Zoning.Ordinance and all . oilier laws perlaining,to llie,proliosed work shall be complied witli, whether specified or Holed, and dial such work is authorized by the owner. further, it is understoei l that I/wc shalt submit prior bra- Ccrtificate.of 0.ccupancy or Certificate of Compliance being issued, an AS BUILT PLOT PLAN by a licensed stuveyor; dr wit to scale showing actual location of project on premises. -Signature:' 71ner, owner's agent, architect, contractor) 11/18/1997 20:20. 216-896-1775 ELECI:f U7MEGN rA[at �71 .: UIR Y STATE'ENERGYSTRUC PART COI {P<r1AtRM: 6111 Building Types w : Building >�e;6gn by Component Pefformance � �iU�riww - _-I •�d II __ - Y M4-1ii/r�� BS}.M DING, ARS:fiI'CE�T;.;�NG1�fEL-R L Bl.xit:ir?:lNG- TYPE : . two-fainily dw�elljhg Non-resic�eiYtial;£ciur'starics or more ► a nth �te5ideatial;thrcc sEoi'ies ar kiss 0 Addition.to existing building ' xticr residential; four storms.or more Substantlat renovation of existing building Nori-resiclerttial,:E:)iree s#vrics car less' ® ExamPt (7810-6e) l It, E-IE-AY'ING'SYSTEM TYPC. "r5.-fired ( I lieat Pump Oilrcd !� Electric 4I1.-DE Aa DtSig'n g0nditions: utdoot heaYting siegree bays(Table 2-1) Winter design dqy bulb temperatti cc ('Taable 2-2) °F 5uinmer design dty bulls texiilaez atuze(Table 2 2) $ T Indoor design tempi rature (far heating'-72-f'toax., fd'tooling-786F min.) B.e t Heating: dt Indoor desiga.taim-peraitur,c`w Wirite' r design dry-bulb 4-1 ELOMDATA :::'�`ricci~�:table.used:four xhccmal p�rformartce value:: . -2 GoiifornalnE:Eavelo :... a*ig+ci:.7513. (a): iiti►etaape . t�alue Value . :Crnponnt Required Provided lls,:averall assetaiYyo:. 7,` � E ¢ ' -0:, ioflCeiEizi . nverali: issLn hiy (3q: ' - Ua —0.01. door,overallssei$ly k:?a = Uc -- _ ;.sup-m-6n/Callan mraills uw,,�m Uw= --W- :i"r sulatBd.depth below`grid e D '�, D = . l+i+on-cant'arnt£ng EhYela e: 3esign; .78i32(lt} Non:conf0 ming Eslvelopc_Beat Uss shall not-exceed ' _=�ozafora�tiicxg Env�tope��at l.<cass. ConforMing Envelope fieat.l;oss .. Q� BtWhr- '. :Non-conforming-Envelope 1leat Loss. .0=, Stu/hr. :V::OOOLING CRITERIA': .7813.4(L) Erivetope.Values , a ',,U vak6e:6f O0(111c wall' -5. Aw Area.:.of opaque wmll :1 E4 =:Tempi:;dil`fercncc value = U� �.3:valtte of g3axitig . A$ Area':of glazing : SF.' = Solar.factor' = 13.0 Btulhrisq. ft. Shading caacffkicht t m:.Snnu t r de igxi tcmg.=Indoor design.ternp. = ' .OTrV (Uw Rvr 717 .i ? t rtig SF SC"), .+ (tJg A dt) < 3$.3.1 tLlfhr.JSq. ft. A OTry 4-2 Vt, tIl,!§UMnON.INSTAL ATit,N: •7. 8f. , 4ittd-7813:4 polr.13aider :__ L;ocation .<Loc�.�icrn. T5y►��e FlgISpec; 'F�pvided Fierence Ilk Vat:A1R.LF. t AGE:: 7$13 S !a #t tr tiQn Rate 5.4 Ele Milt aces. . rovccied e>;er roc V�Tiq U` cf EL �. , . 'ltesa�ential L?oors• • . Sl dengffludo 0.5 cfnV. aciyging l.f� cFnn/ Non-,Residential Mors t ling,e eliding 1 t;O' m .. wooing �' stab le or revol- 'na-do rs.* a ec� fired for residential buildings er tan.one ate two- anuy..�we :ngs Firepbee a R gl2ired Specified efesenc�e Outs Combusd6n Air Duct with Damper. .m.. . :taftmlion Control:: t 2o-c Zaa flue darnper, naa-cozabctstibie d.vvcs 4-1 joint-Soling 33o�pt..:, gc�lant. 11,a��S ec.fei�n�ceWji dijws et& erior � Qooc at Exterior ��. a 1 °.W k at RoaElCeiling :.. . ., .. e ' V- :.:..'�Va1C :at floors �� . . . s UEiit}r 1✓ntrance Gather .. iaimum �{Inge: . Plan/Spec. ..T: :e azt�e k'ri�vt�ietl . Referdnce H-gating Only 45- :I 5*T= ` . !�p�K. Coc ingC)nly. . _...._. 70o 85^1' ;seising and Ctxlting. 4i-F_R5.r= �S Y - 14UtnUStat: 7:1513.11.(#a). .ur dIty tfing Rpan/Spec. "`ype ovscFeii. taftrence A,dd`moisture, , 3f% RH.rnm i Rcin&e Moisture J 609b.RH min. C oal Setback: :7812.13(c)(4). : :?Yr TRIeidea efnx`�nee. Manual or Atitomatie a-a • �. • � . ��'ernirafu��.Zpntng::���$-i 3-'i.�(cy • . .. � . • :.. Locaia s " i�r"ovind$.. Re-ferice FYimpstat: .' I�.Dwelling. rM.. n:t� h III3tJ$t�E Eacht}RCss Shift=off ,ci etc: �A:t es to.coe- ars4:"cwq-f,mi4y dsve���n * woes not apply to cape-:-anct twv�tflmily ' :. : `euuitci Provided '. F eference Atitorciatic.control 'Exemption.provision now. �• fib).;{athrou��►:�5a. >: �,. . ' � � --- • iltiaech nlGaf Ventilation:..7813. 'l a quiresi •Frr�vicQ RefcrS e zutaff d= er at EaveloPer 24:cfmis .:t .max. �loti�me control• • . Air'firanspart fadbe.:: 711130T . •A'TF Power in-u fans:(Stuth r.) i'• 'miun:. � ��eci�ied � Pl Sac. ar�ormas�ee :FyerEorrnan Re r I A' a4 ' 4-5 IX:pIPIN tNSU1:.AMR. 7813:�19 tem CSi n-amluad. 1 lSW'i anger. a Cx ncc .0 ter/Steam 'txsu Iltil7R I . - Pipe Size I'hi[' aCSS` 1unaut5 • and �n 2 8"and : 11055 to r ' -to 41 3"to G" mo re : NA., .� A PY I�,t d once ' t R 4.0 to 4-.5'per insh:of thickiicss X-DUCT:INSULATION. 7813.2D dt ;t Duct air tdmp.:=surrounding wmp. 75 ".�:�°F e aired . Value la ec. gg p ague Provided I RerIIca S. :S�For less. . R = 3.5 min. ! Greater than 52:5'F. At min. i Xl DUCT"CONSTRi_1CTION:'7813.21 f -pressure : l<tequixeinezet I SchaduledlSpaa: . -talr test . Ivkedium Leak test NA . 4.5 11 I11 EIJFAIxfIEiVT�:t? iFC? 'MAN E REtUttEMENTS;7.$13;2 �:,..°.. � � •��.it •. • • � ut��ri�iunt�:':�•.. :�e�ified: � • • .• �ia�fS�ec. � ' ` � Fat CA;. . .. :•� .• �EfTiCTI"IIl$ACC' • t uxw.Gcica car l7,Ca ' tS;E)pO:lkwhc©r lcst .. ' 7Q9'o' tFUE. ' •:AII.:O;t�tcis•. � � :7�°l0�•CE.�:. ` � �.tJ. .. � ., of pr � ... .. • �' � � � � � •• . . 000 diwhr ur 1"%= 761,4b-AV.-VL'J. 8t ar: st 7S"Io'AJE . It Cit ees ' :. 75%CE� If t°Pump•AUr Sound Ct;ag... t :000.�tizlbt,. SSSEER.':'' ' .Z thhan C5,000�ittt/hr odo iMaw G::tf`GFR b3I100-SFttlhr;nail ovcc;.'.: 7.5°LER Lfiw,tciisp:'(ITf) . : 1.8:cop k�i:at Pump-'later Source C0014' . . 1:Cis thttq�i5�Q00•Btuthri r'Ttha=thate �i5.0Uq B(n/lrr;. f.S.F'ER i Y •. �. —�' :+�nit tWhrruzsd Over` � . 7:5.. _ f oatiag r A►1i: 3,p:C��. #Pump;_p'acknF&Teruijnat,: `.COAtjW Air CQnditio ier low.B whr: : • ' 9.5 SEE . ' fedS,F)00 Attar, . •�• �• E... .8•• ER 15-0 04 ptWbr,:an 7:5'EER Terminsil A/C5:8' F,�R '.: _ A . 'Aj�tt _ A+%*ntv ..•a-. .,tiY+onrir. ..T1'�-ir++ryr:. : ru nrnKmrfihn .ML-I cyr SEER-St3ao��t Eaorgy E€`ii �ry Rattcs M EffEdency,Ratio . CQP',.Caeffie:icat Of'PcrfaiYaadca ''�' '::- � • 4.7 XiE H 1 -EQUIPMENT:L IRFC RMAN.CE'REC UIt E`NIEI TS:7813.23 Qriven * Ntdc.;Chittrs . Un. Remuired 5 ezifed' G illar. pe RNA FER : -..'CO C P EER- COP . 2e er�nee If Contained•- Ai °Conde' In Centtafugal 7-:$ 2.34A, -- Positive Disp. SeiF oRtaine�i.-Water Cvnderisin CentriSvgat 13.6 4.0 . TuAtive Dlap. j -i 1.(; 3.4ki A _ Conddnscrlt.%.s-positivo 13ixpliicement A.ir Condensing:... 0.5 Wt,t r Conde ;in : 11.& ' 3:q:.. . Kiy.be expressed iil.either;E ER or COP i Mdowlicolly Drlvocf:com$2reobor dnd Coridcrcor . 1 $5 006 Btu/hour (19.kw) and over Min.:Requited Specified ndensing . PIaNSpac ears EER cop EER COP Refcrerice . - ;..Air• �,S 2.5 —• � r/'$ - . 7Evapo6dve 11.9 .3,5 i atsr ;.1.9 3.5A14 1 ' I I Heat Operated.Co' ling equipment Min,,RegW'rcd Specified feat Source Piatz/S encpca. COE' COR. Ref ere ..0.48 � � ` - Thdi.riat fired i a-� A "... XIII-.::SER�`jCE.WA'rEFt HEATING:. ?011.31 =7$13-39: P.4iftiftbhoe Requirements. .. ter-HeSti rs. POrtwivance �otm31 C ar�rfC@ vs nov C,evorad od .P" Gas=Fired. EF �:.6Q- ,0019V C#il=Fired EF.z.59- ;{�i39V: . _._ All Others £l�ctric Storage SL s 4 wlsf ;:.Gas-Fired' :. '1` a75:3'v :4fi-Fi=eci : I � 75vlo :Ciao=Fired Scarage SL.��?3 + !'N N . f �, tail-Firedtoraga :'SL. 2 ` -� 67N t ` `_ vrnbi ati4d 5crviccl. SL,c 13.3 prnd 6 �.W paca eating` nMA . 'Iviust else ineet.gerformance reyuir6ments listed in X1I. �-- er factor. .' TE=-Then I Ener Kir,'- et'uir pm -proa�Ie_znrnum dcraartd ���h Standiay Loss a racoon of year when mean temp'." .9'F watts sf- square feet P10O.Insulattow u11atiom Pipe Size: ckn s Rttnbuis�.to r V and;Less. 1.IAA too 6" 6" or More Required 11 " 3/a" 1" 1 J.f2" rroviaea Pf 5 ea ]EZefcr nce �1,r'� A 7 grief required for piping 1''"and-less in one-sand rva-family dwelling units. 4-Y - A �'liiot-MOter Conserratim �,on Tel 1a�5ec. : t ary aniro Fronded . fer nee gooeniial Temp. IVF.mikX Setting .._. : tc eric.Water HtrsJ:. Shutdown(,witch ' .9 0i1 Waie'r Mrs.- Fusl'abutoff valve. i iscttlating.System .`f: pt;mp shutoff` -- 'NbUc sOries :0.5:gpi#j%tid 11('*F`Maa. 0,,5two Other..Uvatories 3.0.gpni znax:at bfl psi ..::$.how►crs :.3.0 gpm rnex..at.60-psi . :..Sbviiciiming.Pobl : :Temperamr* .80,T n=.setting I )l: tin' ' System Shutoff 5witcti �.. X6.V 'ELE('MIC AL POWER: 781-3.51, 7$1342. me try Required Specified �e 2renCd €power Factor 85% min. Voltmge Drop 3blc mvc• , Lighting Switching Local.Switching: Required _ gg� � Iu�ttian. tiQ. wit.i£over �EIIuctlon Sq. ! 3 Eiectric Meters £a. Dwelling UWt DC'A6gii---Ughtiag Power sh-jo not exceed Ughtiz Power Budget £design.Lighting Power ���;,.� 44;j fbighting'Powgr Bud t.,. .�.. � rj�y. r3. � �, t;!* *Not required fbr residezdal,buildinp. 4t� 11119/1997 09:04 216-896-1776-- =' ELECTRO-MECH PAGE 02 :OPAQU--W.A-UVORKSHEF.T, . Alt>�rn -gypsum Wah Baud, tnsd"o.n C�O=eta Ltd Sam Unit • :.Alr Spat - Cscmr�orf i�rlck - . CortStruCtiGrt. il-Values Pderi.or Air FIm �xiarti�r F+nish: �deri�r SlyBa�ft3in�: . dk Ste: --------------- Prram�gl'Sa�poct g�a3eman: . . Y " #rttirler It�suLmibon; ; - i wor Ak Firri: R=Total uw . R�Total 5.7 z 11.E 15/195� F�9:��1 216-556-1776 ELECTRO-MECH PAGE 03 7 OPAQUE ROOF :- WORKSKEET ,fir FAin ----- i�ct moftrwm, Rcd Dvk AlT FIM \ti CiOt'strimom R-Values �`r ornpc. tents E;decicr Air FIm !'7 Exterior Fes: iRceng Mim#ram: ^J 7 • � i�E�itsr�i�"1� Rod 6 0*. Wort&MOWN A-Total J 'STRUCTURAL CALCULATIONS - _ BOOK FOR UNITED GREENHOUSE SYSTEMS 708 Washington Street, Dept.10, Edgerton,Wl 53534 PH: 1-800-433-6834 PROJECT: LOWE'S OF QUEENSBURY- QUEENSBURY, NEW , YORK (2) 41 '- 6" AMBASSADOR CROWN CODE: NEW YORK BUILDING CODE DESIGN PARAMETERS: DL= 5 PSF (TOP AND BOTTOM CHORD) LL= 20 PSF (ROOF PURLIN ) WL=75 MPH SL= 50 PSF (GROUND) RECEIVED J U N 1 8 1998 NORTHEAST UNITED CORP. 4 ' Client: United Greenhouse Systems,Inc. - �" ° JQk�lurnbeG.#8Q26 Donald E.Flynn,A.E. 12296 W.Colonial Dr. - _ The.LovVe'iv Obhouse in Geensbury, NY. WlnterGarden,FL34187 Tel: (407)656-7077. Fax: (407)656-7089 Load Calculations for New York National Building Code: A) Dead :=5 psf Dead=Dead Load B) Live:=20 psf (roof) Live=Live Load C) WL:=75. mph WL=Wind Load -Wind Load: Ch:=14.25 ft Ch =Column Height Sl:=6 SI =Roof Slope 111:=41.5 ft HI =Horizontal Length H :=Ch+ \2� \12/ � 1 H=Mean Roof Height H=19.438 ft I I V :=75 MPH V=Wind Velocity(Per Section 803.4) Pw:=15.0 psf Pw=Basic Velocity Pressure at Walls - - [Table V-803] Pr1 :=14.0 psf Pr= Basic Velocity Pressure at Roof Pr2 :=-5.0 psf [Table VI-803] D) Snow Loads: "Design roof snow loads shall be calculated in compliance with provisions in Section 803.3. (Section 803.3 Snow Loads NY Code and ASCE 7-88) SL :=50 psf SL=Snow Load Ce:=1.0 Ce=Exposure Factor (Table 18 ASCE) Ct:=1.2 Ct=Thermal Factor For Greenhouses(Table 19 ASCE) Is :=.8 Is= Importance Factor(Table 20 ASCE) Pg :=SL Pg= Ground Snow Load'(Section 803.3 NY Code) Pg=50 psf Uniform Loading: Pf:=0.7•Ce•Ct•Is•Pg Pf=33.6 psf-Minimun Per NY Code is 35 psf. Pf:=35.0 c=' Multiple Gable Loading: Ridge12`l•(Pf) Ridge=17.5 psf Valle 1 y�_3 (Pf) Valley=105 psf _ Vertical.Wall Snow Build-up_ DRIFT SUCHARGE: hd :'=0.43•Wb3 (Pg+ 10)4- 1.5',== hd=6.511 Considering a 2'-8"high Parapet Wall: hdl :=hd- 2.67 == hdl =3.841 Wd :=4•hdl Wd =15.366 Feet D :=0.13•Pg+Pf == D =41.5 hb :=Pf _= hb=0.843 D Pm :=D•(hdl+hb) _= Pm=194.422 2) Truss Loading on Main Truss Frame: Truss:=10 ft O/C Truss=roof truss spacing SidePerlins:=0 ft O/C SidePerlins=sidewall perlins spacing RoofPerlins :=4.15ft O/C RoofPerlins=Roof perlins spacing Note: All Interior Posts and Outside Column are Pinned. 2-A) DL:_(Dead).(Truss) DL=50 lb/ft 2-13) LL (Live)•(Truss)•RoofPerlins LL=830 Ibs/purlin '2-C) WL1 =WWW1 :=Pw•Truss WWW1 =150 lb/ft WWRI :=Pr1•Truss•RoofPer1ins WWRl=581 Ib/purlin WWR2 :=Pr2-Truss•RoofPerlins WWR2 =-207.5 Ib/purlin LWRI :=Pr1•Truss-RoofPerhns LWR1 =581 Ib%perlin . LWW1 :=0•Truss LWW1 =0 lb/ft 2-101) SL1 :=Pf•Truss SL1 =350 lb/ft SLPerhn:=Pf•Truss.RoofPerlins SLPerlin=1.453.103 Ib/perlin c ' Valley Snow Roof Loading at Un-Heated Greenhouse: SLridge Ridge.Truss.RoofPerlins SLridge=726.25 Ib/perlin x SLvalley:=Valley Truss•RoofPerlins SLvalley=4.358.103 ib/perlin Drift Snow Loadinq at Un-heated Greenhouse Wall: - L SLridge3 :=(Ridge)•Truss•RoofPerhns SLridge3 =726.25 Ib/perlin SLvalley3 :=Pm-Truss.RoofPerlins SLva11ey3 =8.069.1031b/perlin al . Section A22-Wind, Snow, Seismic and Rain Data By County I'O 11)�� hole S W MC 11 12 County Name S W MC 11 12 County Name 30 75 26 6 8 Rockland 15 70 — 6 9 Iredell CS 70 — 4 6 St.Lawrence 15(2600) 70 — 7 9 Jackson 60600)- _ 70 4. 6 Saratoga 15 78 82 8 11 Johnston 6 Schenectady 10 94 19 9 11 Jones --CS--. - = 7.0 6 ' 7 Schoharie 15 74 — 7 10 Lee 35(1000) 70 4 6 Schuyler 10 89 38 9 11 Lenoir 35(1000) 70 4 6 Seneca 15 70 — 6 9 Lincoln 35(1000) 70 — 4 6 Steuben 15(2600) 70 — 6 9 McDowell 30 82 6 6 8 Suffolk 15(2600) 71 — -4. 9 Macon CS 70 83 5 8 Sullivan 15(2600) 70 — 6 9 Madison CS 70 — 4 6 Tloga 10 88 26 9 11 Martin n.0 CS 70 — 4 6 Tompkins 10 70 — 6 9 Mecklenburg p� CS 70 72 5 8 Ulster 15(2600) 70 — 6 9 Mitchell JjCS 70 — 4 6 Warren F— 10 72 — 7 10 Montgomery !' 40 70 — 4 6 Washington 10 74 — 7 10 Moore 40(1000) 70 — 4 6 Wayne 15 78 72 8 11 Nash f 30 76 19 6 8 Westchester 10 98 5 9 11 New Hanover 3 CS 70 — 4 6 Wyoming 15 79 49 8 11 Northampton 35(1000) 70 — 4 6 Yates 10 96 17 9 11 Onslow 15 71 — 7 10 Orange NORTH CAROLINA .10 99 9 9 11 Pamlico 15 70 — 7 10 Alamance 10 93 14 8 11 Pasquotank 15 70 — 6 9 Alexander 10 94 22 9 11 Pender 20(2500) 70 — 6 8 Alleghany 10 92 12 8 11 Perquimans 10 74 — 7 10 Anson 20 70 — 7 10 Person 20(2500) 70 — 6 8 Ashe 10 88 32 9 11 Pitt 15(2600) 70 — 6 9 Avery 15(2600) 70 — 7 9 Polk 10 94 8 9 11 Beaufort 15 70 — 7 10 Randolph 1.0 88 19 8 11 Bertie 10 75 — 7 10 Richmond 10 86 51 8 11 Bladen 10 80 63 8 11 Robeson 10 97 14 9 11 ' Brunswick 20 70 — 7. 9 Rockingham 15(2600) 70 — 6 9 Buncombe 15 70 — 6 9 Rowan 15(2600) 70 — 6 9 Burke 15(2600) 70 — 6 9 Rutherford 10 70 — 6 9 Cabarrus 10 82 61 8 11 Sampson 15(2600) 70 — 6 9 Caldwell 10 77 87 8 10 Scotland 10 94 11- 8 11 Camden 10 71 — 7-, 10 Stanly 10 104 6 9 11 Carteret 20 70 — 6 9 Stokes 20 70 — 7 10 Caswell 20(2500) 70 — 6 9 Surry 15 70 — 6 9 Catawba 10(1800) 70 — 7 9 Swain 15 72• — 7 10 Chalham 15(2600) 70 — 7 9 Transylvania 10(1800) 71 — 7 9 Cherokee 10 96 3 9 11 Tyrrell 10 91 10 8 11 Chowan 10 72 — 7 10 Union 10(1800) 71 — 7 9 Clay 15 74 100 8 10 Vance 15 70 — 6 9 Cleveland 15 75 — 8 11 Wake .10 90 31 9 11 Columbus 15 75 86 8 11 Warren 1,0 95 12 9 11 Craven 10 94 3 9 11 Washington 10 78 84 8' 11 Cumberland 20(2500) -70 — 6 9 Watauga 10 94 7 8 11 Currituck 10 82 60 8 11 Wayne 10 100 8 9 11 Dare 20(2500) 70 - — 6 9 Wilkes 15 70 — 6 9 Davidson 15 79 64 8 11 Wilson 15 70 — 6 9 Davie 15 70 — 6 9 'Yadkin 10 91 43 9 11 Duplin 15(2600) 70 — 6 9 Yancey 15 73 — 7 10 Durham 1.5 80 53 8 11 Edgecombe NORTH DAKOTA 15 70 — 6 9 Forsyth CS 78 — 4 7 Adams 15 75 91 8 11 Franklin 40 83 — 5 7 Barnes 10 70 — 6 9 Gaston 40 78 — 4 6 Benson to 86 32 8 11 Gates 30(2600) 78 — 4 6 Billings 10(1.800) 70 — 7 9 Graham 50 75 — 4 6 Bottineau 15 72 — 7 10 Granville 35 78 — 4 6 Bowman 10 85 47 9 11 Greene 35 76 — 4 6 Burke 15 70 — 7 10 Guilford 35 78 — 4 7 Burleigh 15 78 62 8 11 Halifax 50 87 — 5 7 Cass 15 76 — 8 11 Harnett 60 77 — 4 6 Cavalier 15(2600) 70 — 7 9 Haywood 40 83 — 5 7 Dickey 15(2600) 70 — 7 9 Henderson 35 76 — 4 6 Divide 1� 81 36 8 11 Hertford CS 77 — 4 G Dunn 10 77 88 8 11 Hoke 40 79 — 4 7 Eddy 10 99 5 9 11 `Hyde 50 79 — 5 7 Emmons VIII-22-17 51 � � � �zS�F � ; . - :7, C� F2s( nn:c� Thurman -4 Sp"h HasCtow Kn ob A" 'if I bL11I 7 JU .6khurs 2� 4 1\1 N ;z flf,\' , Z 9L. uth le cs ♦ f y Cre G 4 ftck Sprix �C\ s e t G t A Ort nn .149. q!j t ns Ills Ilk (dire de st 4) V a j ugh s Formers r r Ire ce i spur mit B :h Fla arl� 2ffen Z: (196 H 4 0: 7 c e h I Iw Ed and 1 1t iT. IN ers Du 'e Ow % Fc:t.V 0 a.ks o er 22 :21 05 ltq;•.1'a'+,_ 12: 2 60 884 -6137 UNITED GRF.ENHEIU E PAGE 02 O rn I^ ii k ti, • �: ..•s N �G C yilt"(j•� n 7V7 t • c N !' •le,0• •� �• m N v� i V V i — , I § 803.2 TITLE 9 •EXECU Ili,e Terraces.yards,fnr pedestrians............................................. 60 Toiletrooms.................. ....... . . ............. ... ....... ..... 60 Vaults,in office space. 250 2.000 l` Wnrl-shops....... ... .................. .......... . .................... . 80 L _ _ I Deed load is to be increased by 20 psf for possible ahif3:r.g of masonry partitions. ''•,_,--.;Llo psf pti?.*69f clear story height. 's'Tru1dstail,J.,►,,,L0Q Yae,iu,.t;up 804,9(e)rv, I.,;,i..v„tul iu,l 0;•t laada. 7 Unles'c naiad elsewhere in this table.100 psf;corridor within s tenancy not Icsi(har..;ecupattcy served. }For loads,see section 503.11 6,Vhcr-clear height of garage entrance exceeds 7 fee:,load for`:uses,truuki and mi*od usage shall be usrd. 7 20 psi per foot of heigh(,with a minimum ur 150 psf. a See section 1103.10(c)for minimum imposed loads for roofs. I "17trinscr-s of stelm need be designed only fur uniform loan. 10 Or actual wheel load increased 50 Peracnt fur impact,whichever is larger. I I Side rails of ladders need be designed only for 80 pounds at center of every;song,applied sinaultancoasiy. 12 For any building where a floor safe tray ye brought into building. 0 Skylight screens to have Y.-inch to 1-inch mesh:upper screen:o be 4 to 10 inches above glass and to overhang an identical amount.No uniform load need be figured. lilstorlcal Now Sec.resealed by L, 1981,ch.70.4 12.eff Dec.3i.1983;ntw t;1ed Dec. 13.19a3:arrds, riled-Oct 25, M5;July 7,1995 eff.lull 26. 1995 Amended fb:12)and table 11:-803. § 8013 $nqw Inads. (a) Minimum snow loads shall be in conf:;r7rtity wr., tuble TV-903 and the snow map it this SZc0on.and shall be applied normal to the roof s-irfacc ' (b) i ,.r,;m,Jtr. snow loads in table P!-30? of this se:uon aid tra s-,o map in this SecttOr. shall be Increa-ed in cenforrnity with reference standard RS 28(see section 1'230 of thl;<<{e:: IRS Z g R UObi, _ ;!) due to nonuniform accumulstion on pitched or curved roofs; SCE -4—g� (21 in the valleys formed by mttltipla series rU6fi. t (3; due to snow sliding.aff slcpir.g rrnf areas nnv:+artjxcent roof arr.na (•a) due to driftirtp.c.^.nw on the lower levels of rr J':tt:evc.l roofs and on roof areas adjacent to piofections. TABLE IV•803 SNOW LOADV In pounds per square fout Zan-numbs:% _Roi:- sic from Iortzon(ai' } 60'rr on innw m,:o 07 '10' 30" 40' 50' mare ._ 11) 77 17 43 G 45 45 40 25 13 5 0 ---�j50 % 44Xi6 ;; S (I 6w A" 53 14. 3 5 0 g(l) For minimum imposed loadt we 803 10(c1. US —95 pC "—�J fan-Url ISiS s^ SUBTITLE S HOUSING AND COMMUNITY RUNT-WAL §$03.4 =For slopes between those tabulated,compute loads by straight-line interpolation. (ulL7` For snow zones 70,80 and 90 or 6now trap•use soma tabular values as for zone 60, SNOW:bIAP OF NEW TOR1d WAThE ._ - =�:=�- _.�_- - - . „_ �, .,s..t^.------tea.w�•�.o Ml 1r. rr.s t 'a i....r �+�....ry J.•.64. o, ' • �' -i�� .�"mil„,- 1 50� rw, t.iWLAI .t 10 J� Numbers IndJcate Zones Wlthln Linen Historical Note Sic. er^ds. filed: Jan. 25, 1962;Oct. 4, 11972;Feb. t. 1979; \grit 5, 1933:rcpaalcd by L. MI.ch.707.3 12,eff.Dec.31. 1083.new filed Dec. 13. 1983;ands.f%1cd:Oct. 25. 1985; July%. 1995 cif.July 26,1993.Ar'erded(b), § 803.4 Wind load&. Minimum wind loads shall be in cer mnity with tablos V-803 and VI-803 of this section,and shell be applied notTrltil to she sltrface.7hesa loads tue based on s de-sign wirnireloci f'41S m a: ^er hour st a height of 30 lee; above �t a rev . : -bmum wind loads or. signs shall be in cor o�rmity w rcfercnce:,tan•!tu (see at.chon 41M.3 of thus cod-i 'FABLE V-803 WIND LOADS:WALLS,EAVES,CORTICES,TOWERS,MASTS AND CHLANMYS (In pounds per SaU=re foot) At height above Euves and ;Tcwers.rnmm ` grade ir.feet I WA!Is' .t cornicrs' ` and chi?Inryst jrj' to 6003 . .1 34 68 I 60 401 to 500..... .I 33 E6 5g 301 to 400...... 32 04 I 56 20l to 300.. 30 I 60 1 13 101 to 200. .... 28 56 j 49 I (;,. to 100 2.1 AS .0 41 to 60..... 2: 42 37 26 to 40 . 1 S 36 32 0 to 25.. .. .. . 15 30 26 Jun-Ot,t 199c 12.253 Exeewive V 803.4 ,ITLE9 EXZ1ZlJ TiF, 'Exterior walls Shall be cap801e of Wlthstarding wind Itvd ur.bn.h the intenor and exterior 9u;fsr•a.ar.!in j n0nsimvltaneous;y, Load acting upward. 3 rcr heights above grade greater than 600 feet,add I psf to!udd for walls for each inten'al or pun of interval of 200 iNt above 600 feet;Me eaves and cofniccs,grid tower=,n185t9 and chimneys, --�~� correap.2rtdnig loads and i:t proportion to those for walls. -;-TAb�utar-Muea are for square and rectangular structured.For strictures hexagcnai or ocagonal in plan,:,se ..TrojiNed area end multiply tabular values by 0,8,for mnlctares round or elliptical in plun,use pfojected tt_ye.n and multiply values by 0.6. TABLE VI.803 WIND LOADS:ROOFS In pounds per square foot elevation,,i roof above grade lent! Direction in feet of load' Slope from hofizontal' T to^i)1' 210 to 301, 30°t0 60° Over-601 - 501 to 600 Down yard .8 8 8 10 24 24 vp:,rar.1. 2'3 :9 to 24 2t 2:t 401 to 3U: Dnwnward & 8 tc 23 23 L'p�'ard 28 28 to 23 23 ;? 101 it;4`0 7 22, 1- v t UpwrrJ to':2 22 7 20! to 30 Down%vsrd 7 •r to.: l Upward 25 :S:0 21 21 21 l41 w.260 Drwr.✓'srd 6 6 6 cc 201 21) Lip&wd '24 24 tJ 20 20 2t) fi l to i tv) Downws,c 3 S 5 t: 17 17 i Upword V. 2^In 17 17 17 36 to Sl Downw3,cl 5 5 5 tp 15 15 ' p'a-ud !9 19 00 15 i3 15 2,1 t6 31 Dov:nwasd 5 5 S to 1.4 1» i L!pa'drG I'T 17 to 14 t» . 14 0 r,,20 Drwrwa d 5 5 5 to I I I! Upward 14 14 to l l It i t . !Uownwafd and upward!O.IdS act nonsimJ:lar1i'ULsly +'r-:r slupes b:twcen 20°and 30"with wind acting up-aA.and betw;en 30'ani 60'wittt wind acting civu:'bard,wrrptrte lns•�.by graight•i.nC int:rj olJtiQr1• i Hlstorlrul Vote Sec rticJ Dec, 13. ;98.1:amd.fired July 7, I`195 eff•July 26. 1995 Iz.2;4 '15 rae���rive Js�•Ot: iY SUBTITLES 11OLES!NG AND C01.4h1UDci;Y RIr:IEWAL § 803,9- § 803.6 Overturnlag force and moment due to wind. (a.) The overturning force shall be the wind load,The wind load shall be the load set forth in table,V-803,and shall be applied only to the windw;u•d Yertical surface above the horizontal plane under consideration,and to:he rise of the roof.The resisting force shall be the dead load of the structure above the horizontal plane under consideration, plus the strength of niateri.a I and fastenings establishing continuity with the sttucture below, (b) The moments of stability and overturning shall be computed about[ne leeward edge of the.hnri7.ontal plant under consideration. (c) The moment of.stability of the structure above the bonzontal plane a:der considcrati m shall be not less than l ii times the overturning moment�due to wind. Htsturleal Note Sec.filed Dec.13,1983 eff.Jars. 1', 1984. 803.6 Sliding force due to wind. The sliding force due to wind load,equal to the overturning forct.de:ermincd in conformity with section 803.5 of this Part, shall be resisted b% the dead load of the stricture above the horizontal plan under consideration,,by anchors and,where applicable,by soil friction,providing a total resisting force equal to not less than V4, times the sliding force Amhors used to resist o-,c,.wrn'ng may also provida n-Astance to slitting. Hlstorleal Note Sc-c.flied Jrc. :3, 1983 eft.tun. 1,1984 803.7 Uplift force. Vplif: forev due to wind or hydrostatic head shall be resisted by dead lead,acting directly or through anc?iors or fastenings,equal to not less than I A times t:,e t pilft force. HIS(orleal Note filed Flee. 13. 1933 eff.)an. !, 1984. 803.8 Soil pressures and hydrostatle head IoadR. (a) General. Retaining wills and parts of the building below ground shall be designed to withstand;he fol!owing toads, If applicable, end inch loads shall be in addition to other imposed Ioads! haerat !dart, from ad,acent Boil; lateral load, free: hydrostatic head; tateral lead, frorr, surcharge of fsxed or rr,.D%-ing load;;upikft from hydrostatic dealt 1,b' FrerSrupiding ri,*::inhjg wails. (1) The monlcnt5 of stabiiitt and overt:rmn- Jhalt br computed about Elie bOL:om base edge en the io:v eaiih side. Tht moment of awbi4ty sh21i ke ncc icss than i A tim:a the overturning moment. (l) The resisting force due to soil.`riction shall ba not I.-is t+yan !6';times the sliding forte. tllstnrleal note Sec filed Dcc !!. 1983 eff.Lin. t, 1984 § 803,9 Horizontal impact loads. (a) Nonbearing panicions enclosing owelling units shall be de,ign:i! to res;st %vithout di;. plucenicnt at top or bortom a minirnun: linear load of 10 pound~per foot,applae-i at mid-1 eigi;t. (b) Parapct walk and railings, other than those for parking do-, s, including hand-rai;ins.. both intetikv and cxtenor, shall be designed to reA a a lateen! impact at the top equivalent to a minimum ii=tr load of 50 pounds per ft oc. (c) Where motor vehicles are parkcJ by a driver,as diffrrea:iatted from me•:hanical earl inn. enclosure walls,parapet .vales,or banters,at pentnetcr of area and arotlrld AC)OT Openings.shall be designed to resist a minimum linearr lead of'150 pounds per f-ot for level floor,and 501)pounds per font for rampx.applied 21 inches above the floor or ramt:.Parapet or dwarf goarL veal!,white•, arc less(hart 42 inches high shall he surntetlnicd by a railing to a minitrtrn height of d2 incheN l',?j5 �xccuir+c ANSUASCE .7-88 ANSI Approved November 27, 1990 �- American Society of. Civil Engineers Minimum Design L0ads for, Buildings and Other Structures Revlslon and redesignatlon of ANSI A581-1982 I BUILDINGS AND OTHER STRUCTURES v 7. Snow Loads 7.3 Flat-Roof Snow Loads pf The snow load pf on an unobstructed flat' roof J 7.1 Symbols and Notation shall be calculated in pounds per square foot using .. _Ce exposure factor factor (see Table 18); the following formulas: ;s16ps factor'(stae 7.4 7.4.4); Contiguous United States: - Ct =thernial4kthf(see Table 19); pf = 0.7CeCtlpg (Eq. Sa) hb = height of balanced snow load (that is, balanced snow load, pf or ps, divided by the appropriate Alaska: density from equation 4), it! feet; pf= 0.6CeCtlpg (Eq. 5b) hc = clear height from top of balanced snow load to ,y (1) closest point on'adjacent upper roof, (2) top 7.3.1 Exposure Factor, Ce. Wind effects shall of parapet, or (3) top of a projection on the be considered in design by applying the exposure roof, in feet; factors in Table 18. hd = height of snow drift, in feet; 7.3.2 Thermal Factor, Ct. Thermal effects shall ho = height of obstruction above roof level, in feet; be considered in design by applying the thermal fac- I = importance factor (see Table 20); tors in Table 19. !„ = length of the roof upwind of the drift, in feet; 7.3.3 Importance Factor, L For structures pd = maximum intensity of drift surcharge load, in where the consequences of failure are more serious pounds per square foot; than normal, design loads shall be increased above 3 pf = flat-roof snow load, in pounds per square foot; normal. Where less serious consequences are present, pg = ground snow load (see Figs. 5, 6, or 7; Table design loads may be reduced. Appropriate values for 17; or a site-specific analysis), in pounds per I are presented in Table 20. square foot; 7.3.4 Minimum Allowable Values of pf for ps = sloped-roof snow load, in pounds per square Low-Slope Roofs. The minimum allowable values foot; of pf shall apply to shed, hip, and gable roofs with s = separation distance between buildings, in feet; slopes less than 15 degrees and curved roofs where w = width of snow drift, in feet; the vertical angle from the eave. to the crown is less y = snow density in pounds per cubic foot than 10 degrees. For locations where the ground = 0.13 pg + 14, but not more than 35 pcf (Eq. 4) snow load pg is 20 lb/ft2 or less, the flat-roof snow .y s 7.2 Ground Snow Loads, pg load pf for such roofs shall be not less than the Ground snow loads to be used in the determi- ground snow load multi?lied by the impportance factor nation of design snow loads for roofs are given in (that is, if pg - 20 lb/ft ,pf%pg! lb/ft ). In loca- F -Figs. 5, 6, and 7 for the contiguous United States. tion2 where the ground snow load pg exceeds 20 In some areas the amount of local variation in lb/ft , the flat-roof snow load pf for such roofs shall be not less than 20 lb/ft2 multiplied by-the impor- snow loads is so extreme as to preclude meaningful lance factor (that is, if pg > 20 16/ft2,pf 201 mapping. Such areas are not zoned in Figs. 5, 6, and lb/ft2). s 7 but instead are shown in black. In some other areas of the contiguous United NorE: The minimum roof live loads in 4.11 do not include snow States, the snow load zones are meaningful, but the loads, and the live load reductions in 4.11 do not apply to snow mapped values should not be used for certain geo- loads. graphic settings, such as high country, within these 7.4 Sloped-Roof Snow Loads,ps zones. Such areas are shaded in Figs. 5, 6, and 7 as All snow loads acting on a sloping surface shall a warning that the zoned value for those areas applies only to normal settings therein. be considered to act on the horizontal projection of Alaskan values are presented in Table 17. In that surface. The sloped-roof snow load ps shall be :Alaska extreme local variations preclude statewide obtained by multiplying the flat-roof snow load pf by 'mapping of ground snow loads. Snow loads are zero the roof slope factor Cs: for Hawaii. ps = Cs pf (Eq. 6) NOTE:The Commentary(Section 7.2)contains advice on establish- Values of CS for warm roofs and cold roofs are given ing ground snow loads for locations in the black and shaded areas in 7.4.1-7.4.4. "Slippery surface" values shall be of Figs. 5,6, and 7 and for Alaskan locations not presented in used onlywhere the surface is unobstructed Table 17. ere e sliding "'Flat" as used herein refers not just to dead-level roofs but to any and sufficient space is available below the eaves to roof with a slope less than 1 in/ft. (5 degrees). accept all the sliding snow. _ 23 r J -S ` MINIMUM DESIGN LOADS °• 100 90 70 0 D 60 60 M A 7, 50 .� �• r ` .a 50 50 1 irl c 40 •� 30� c 30 � 40 D lJ I G •p 0--' W- 40 a r r 35Rt o V 35 i 30 D 20 t k 0�� ` •c 25 fir r K 1• D \r� 25 ' 30 20 -2 30 15s 15 25 D• 20 i. f 25 r' r - 25 / 0 15 �25 R - 15 L 20 r 15 s / 10 r S•� ------------- r - r 10 5 >' M / frR 5 i i rX O Zero i __•____- _----------- .. � - W i Dols are included to assist in defining the posit on of boundaries The letter adjacent t, ' the dot is the first letter of the place name Zero _- there. ® In these areas extreme local variations in snow loads preclude mapping at this scale ® The zoned value is not appropriate for certain geographic seltings,such as high country,in these areas. Fig. 7. Ground Snow Loads,pg, for the Eastern United States (pounds per square foot) 2(, BUILDINGS AND OTHER STRUCTURES Table 17 Ground Snow Loads,pg, for Alaskan Locations Location pg(lb/ft2).. Location pg(lb/ft2) Location pg(lb/ft'-) - ak"'�=.'- - •�-"20 Galena 65 Petersburg 130 Anchorage-. -,Z5 Gulkana 60 St.Paul Islands 45 Angoon 75 Homer 45 Seward 55 Barrow 30 Juneau 70 Shemya 20 Barter Island 60 Kenai 55 Sitka 45 Bethel 35 Kodiak 30 Talkeetna 175 Big Delta 60 Kotzebue 70 Unalakleet 55 Cold Bay 20 McGrath 70 Valdez 170 Cordova 100 Nenana 55 Whittier 400 Fairbanks 55 Nome 80 Wrangell 70 Fort Yukon 70 Palmer 50 Yakutat 175 Table 18 Table 20 Exposure Factor, C, Importance Factor, I (Snow Loads) Nature of site* C� Category* I A. Windy area with roof exposed on all sides with I 1.0 no shelter; afforded by terrain,higher structures, 11 1.1 or trees 0.8 111 1 11. Windy areas with little shelter, available IV 0.8 C. Locations in which snow removal by wind cannot *See Section 1.4 and Table I. be relied on to reduce roof loads because of terrain,higher structures,or several trees nearby 1.0 1). Areas that do not experience much wind and where terrain,higher structures,or several trees shelter, the roof 1.1 F. Densely forested areas that experience little wind, with roof located tight in among conifers 1.2 7.4.1 Warm-Roof Slope Factor, C,. For structed warm roofs (C unob- the conditions discussed should be representative of those r 1.0 in Table 19) with a =— :that are likely to exist during the life of the structure.Roofs slippery surface that will allow snow to slide off the that contain several large pieces of mechanical equipment or eaves, the roof slope factor C, shall be determined other obstructions do not qualify for siting category A. tObstructions within a distance of 10ho provide"shelter," using the dashed line in Fig. 8a. For other warm where ho is the height of the obstruction above the roof level. roofs that cannot-be relied On to shed snow loads by If the obstruction is created by deciduous trees,which are sliding, the solid line in Fig. 8a shall be used to de- leafless in winter,Cc may be reduced by 0.1. termine the roof slope factor C,. 7.4.2 Cold-Roof Slope Factor, Cs. For unob- structed cold roofs (Ct > 1.0 in Table 19) with a slippery surface that will allow snow to slide off the eaves, the roof slope factor C, shall be determined using the dashed line in Fig. 8b. For other cold roofs Table 19 that cannot be relied on to shed snow loads by allow- Thermal Factor, Ct ing the snow to slide off, the solid line in Fig. 8b shall be used to detennine the roof slope fac- . i 'rhermal condition* Ct for Cs. Heated structure 1.0 7.4.3 Roof Slope Factor for Curved Roofs. Structure kept just above freezing Portions of curved roofs having a slope exceeding 70 Unheated structure 1.2 degrees shall be considered free from snow load. The 'these conditions should be representative of those that arc point at which the slope exceeds 70 degrees shall be likely to exist during the life of the structure. considered the "eave" for such roofs. For curved 27 MINIMUM DESIGN LOADS roofs, the roof slope factor Cs shall be determined 7.6.1 Unbalanced Snow Load for Hip and from the appropriate curve in Fig. 8 by basing the Gable Roofs. For hip and gable roofs with a slope slope on the vertical angle from the "eave" to the less than 15 degrees or exceeding 70 degrees, unbal- anced snow loads need not be considered. For slopes liodf$topie Factor for Multiple Folded between 15 and 70 degrees, the structure shall be Plate, Sawtoot'ti, and Barrel Vault Roofs. No re- designed to sustain an unbalanced uniform snow load duction in snow load shall be applied because of on the lee side equal to 1.5 times the sloped roof slope (that is, CS = 1.0 regardless of slope, and snow load ps divided by Ce (that is, 1.5p)Ce). In the therefore ps =pr). unbalanced situation,athe windward side shall be con- sidered free of snow. Balanced and unbalanced load- 7.5 Unloaded Portions ing diagrams are presented in Fig. 9. The effect of removing half the balanced snow 7.6.2'Unbalanced Snow Load for Curved load from any portion of the loaded area shall be Roofs. Portions of curved roofs having a slope ex- considered. ceeding 70 degrees shall be considered free of snow load. 7.6 Unbalanced Roof Snow Loads The equivalent slope of a curved roof for use in Balanced and unbalanced loads shall be considered Fig. 8 is equal to the slope of a line from the eave or separately. Winds from all directions shall be consid- the point at which the slope exceeds 70 degrees to ered when establishing unbalanced loads. the crown. If the equivalent slope is less than 10 de- 4 4 on on 12 12 3 6 8 12 3 6 8 12 on on on on on on on on 12 12 12 12 12 12 12 12 F . 1.0 1.0 t \ All Other 0.8 \\ 0.8 \ Surfaces S , \ All Other \ Surfaces \ L_ 0.6 \\ 0.6 \ CS l \\ CS � 0.4 \ 0.4 � Unobstructed Unobstructed Slippery Surfaces 0.2 Slippery Surfaces 0.2 --''� O 0 � . 0 300 600 900 0 300 600 90° Roof Slope Roof Slope \ WARM ROOFS, Ct■1.0 COLD ROOFS, Ct >1.0 (0) (b) NOTE: These relationships are presented mathematically in the Commentary Section 7.4. interpolation is inappropriate. Fig. 8. Graphs for Determining Roof Slope Factor, C„ for Warm and Cold Roofs 28 :i BUILDINGS AND OTHER STRUCTURES Wind Balanced Load Ps Unbalanced Load* 0 1.5ps/Ce >< __ *If slope < 150 or > 700 unbalanced loads need not be considered Fig. 9. Balanced and Unbalanced Snow Loads for Hip and Gable Roofs grees or greater than 60 degrees, unbalanced snow 7.7.2 Lower Roof of a Structure. The geometry loads need not be considered. of the surcharge load due to snow drifting shall be Unbalanced loads shall be determined according to approximated by a triangle as shown in Fig. 12. Drift the loading diagrams in Fig. 10. In all cases the loads shall be superimposed on the balanced snow windward side shall be considered free of snow. load. It is assumed that all snow has blown off the If the ground or another roof abuts a Case II or upper roof near its cave. If h,/hb is less than 0.2, Case III (see Fig. 10) arched roof structure at or drift loads need not be considered. within 3 feet of its cave, the snow load shall not be The drift height hd shall be determined from Fig. decreased between the 30-degree point and the cave 13. The drift height shall not be greater than h,. The but shall remain constant at 21),/C,. This alternative drift width ►t! shall equal 4hd. If ►t- exceeds the width distribution is shown as a dashed line in Fig. 10. of the lower roof, the drift shall be truncated at the 7.6.3 Unbalanced Snow Load for Multiple far edge of the roof, not reduced to zero there. The Folded Plate, Sawtooth, and Barrel Vault Roofs. maximum intensity of the drift surcharge load p,, According to 7.4.4. C, = 1.0 for such roofs, and. equals hdy where y is defined in Eq. 4. the balanced snow load equals pr. The unbalanced 7.7.3 Adjacent Structures and Terrain Fea- snow load shall increase from one-half the balanced tures. The methodology of 7.7.1 and 7.7.2 shall load at the ridge or crown (that is, 0.5pr) to three also be used to establish surcharge loads caused by times the balanced load given in 7.4.4 divided by C, drifting on a roof within 20 feet of a higher structure at the valley (that is, 3prIC�). Balanced and unbal- or terrain feature that could cause snow to accumu- anced loading diagrams for a sawtooth roof are pre- late on it. However, the separation distances be- sentcd in Fig. 11. However, the snow surface above tween the two will reduce drift loads on the lower the valley shall not be at an elevation higher than the roof. The factor (20—s)/20 shall be applied to the snow above the ridge. Snow depths shall be deter- intensity of the maximum drift load to account for mined by dividing the snow load by the density of spacing. For separations greater than 20 feet, drift that snow from Eq. 4. This may limit the unbalanced loads from an adjacent structure or terrain feature load to somewhat less than 3pr/C.. need not be considered. 7.7 Drifts on Lower Roofs (Aerodynamic Shade) Roofs shall be designed to sustain localized loads 7.8 Roof Projections from snow drifts that can.be expected to accumulate The method in Section 7.7.2 shall be used to cal- on them in the wind shadow of(1) higher portions of culate drift loads on all sides of roof obstructions that the same structure and (2) adjacent structures and are longer than 15 feet. However, drifts created at terrain features. the perimeter of the roof by a parapet wall shall be 7.7.1 Regions with Light Snow Loads. In areas computed using half the drift height from Fig. 13 where the ground snow load ps is less than 10 lb/ft'- (i.e., 0.5ha) with /„ equal to the length of the roof drift loads need not be considered. upwind of the parapet. } 29 t .j MINIMUM DESIGN LOADS Case I Slope at eave 300 �-- 2 Ps/Ce WindOS- r:::.' ��;`;•a� }µ.me ;��:•; ',;�. Eave Crown Eave Case II Slope at eave 30 to 700 `12Ps/Ce E> Wind . +f. , 0.5 ps ; ???: 2Ps (I- slope- 300} Eave Crown 301 Eave Point -*Alternate distribution if another roof abuts •-- Case 11I Slope at eave > 700 2Ps/C8 i Wind Eave Eave Crown 300 700 hs Point Point z.> * Alternate distribution if another roof abuts _ Fig. 10. Unbalanced Loading Conditions for Curved Roofs i Balanced Load 0 P 3 C Un balanced P f e nba I nce d Lo ad d 0 0.5 Pf May be somewhat less, see section 7.6 Fig. 11. Balanced and Unbalanced Loads for a Sawlootli Roof 30 i (2)41'-6"GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LLIWLISL=5 j20 j75 j50 NY CODE&ASCE 7-88 17 tP 18 19 10 2 1 23 i ;47 Z X (2)41'-6"GUTTER CONNECTED TRUSSES GREENHOUSE:DLJLL/WL/SL=5 j20 j75 j50 NY CODE&ASCE 7-88 ,1 35 37 \ 38 N 19 39 10 2 6 7 8 9 0 4� 42 23 43 l J , iztx RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 18 Winter Garden, FL 34787-4129 Date: 5/12/98 �(2) 41 ' -6" GUTTER CONNECTED TRUSSES File: JN8026-1 SOU&F3:;I1I;/i_ WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . US Standard Steel Code. . . . . . . . . . . . . . . . . . . . . . . . AISC 9th Edition ASD Allowable Stress Increase Factor. . 1 .333 Include ,Shear Deformation. . . . . . . . . No No. of Sections for Member Calcs. . 5 Do Redesign. . . . . . . . . . . . . . . . . . . . . . . No P-Delta Analysis Tolerance. . . . . . . . 0 .500 Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft------------OF---------------------------- 1 0 . 000 0 . 000 0 . 00 2 0 . 000 8 .550 0 . 00 3 0 . 000 11.670 0 . 00 4 0 . 650 12 . 000 0 . 00 5 4 .500 12 . 000 0 . 00 6 10 . 750 12 . 000 0 . 00 7 16 . 750 12 . 000 0 . 00 8 24 . 750 12 . 000 0 . 00 9 30 .750 12 . 000 0 . 00 10 37 . 000 12 . 000 0 . 00 r-. 11 4 .420 14 . 000 0 . 00 12 8 .500 16 .250 0 . 00 13 12 .580 18 .290 0 . 00 14 16 .580 20 .290 0 . 00 15 20 . 750 22 .380 0 . 00 16 24. 920 20 .290 0 . 00 17 28 .920 18 .290 0 . 00 18 33 . 000 16 .250 0 . 00 ; r 19 37 . 080 14 . 000 0 .00 20 40 . 850 12 . 000 0 . 00 21 41.500 11. 670 0 . 00 22 41.500 8 .550 0 . 00 23 41 .500 0 . 000 0 . 00 24 42 .150 12 . 000 0 . 00 25 46 . 000 12 . 000 0 . 00 - 26 52 .250 12 . 000 0 . 00 27 58 .250 12 . 000 0 . 00 28 66 .250 12 . 000 0 . 00 29 72 .250 12 . 000 0 . 00 30 78 .500 12 . 000 0 . 00 31 45 . 920 14 . 000 0 . 00 32 50 . 000 16 .250 0 . 00 33 54 . 080 18 .290 0 . 00 l � 34 58 . 080 20 .290 0 . 00 35 62 . 250 22 .380 0 . 00 36 66 .420 20 . 290 0 . 00 RISA-2D (R) version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 19 Winter Garden, FL 34787-4129 Date: 5/12/98 �) File: JN8026-1 (2) 41 - -6" GUTTER CONNECTED TRUSSES GRE O.T3SE: DJV/ L/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------;-----ft------------OF----- ---------------------- 37 70 .420 18 .290 0 . 00 38 74 .500 16 .250 0 . 00 39 78 .580 14 . 000 0 . 00 40 82 .350 12 . 000 0 . 00 41 83 . 000 11 . 670 0 . 00 42 83 . 000 8 .550 0 . 00 43 83 . 000 0 . 000 0 . 00 Boundary Conditions Joint +----- Translation ;----+ No X Y Rotation ------------K/in--------K/in------K-ft/rad---------------------------------- 1 Reaction Reaction 23 Reaction Reaction 41 Reaction I 43 Reaction Reaction Materials (General) Material- Youngs Shear Poisson' s Thermal Weight Yield Label Modulus Modulus Ratio Coef . Density Stress -------------Ksi----------Ksi----------------10^5°F----K/ft3-------Ksi------ COL 29000 . 00 j 0 . 3000 0 . 65000 0 .490 50 . 00 COL2 29000 . 00 11154 . 00 0 .3000 0 . 65000 0 .490 46 . 00 BOTCH 29000 . 00 i 0 .3000 0 . 65000 0 .490 59 . 00 TOPCH 29000 . 00 0 .3000 0 . 65000 0 .490 50 . 00 _ WEB 29000 . 00 0 .3000 0 . 65000 0 .490 50 . 00 BRACKT 29000 . 00 0 .3000 0 . 65000 0 .490 50 . 00 BRACE 29000 . 00, 0 .3000 0 . 65000 0 .490 50 . 00 ______________< Sections Section Database Material As As I I T Label Shape ---Label Area 0, 2 1, 3 1, 3 0, 2 C ------------------- --- ---in"2----------------in"4----------in-4-------- COL TS4X4X120 COL 1 . 86 1 . 2 1 .2 4 . 68 4 . 68 COL2 TU4X4X5 COL2 4 .36 1 . 2 1 .2 9 .58 9 .58 BOTCH TS2X2X109 BOTCH 8 .24e-1 1 . 2 1 .2 4 . 93e-1 4 . 93e-1 TOPCH HAT4X060 TOPCH 7 .13e-1 1 .2 1 .2 8 . 68e-1 1.51 TOPCH2 HAT4X16-TS2X12TOPCH 1 .48 1 . 2 1 .2 1 . 31 2 .32 TOPCH3 HAT4X060-MOD TOPCH 2 .24 1 . 2 1 .2 1 . 76 3 . 93 WEB TS2X2X065 WEB 5 . 03e-1 1 . 2 1 .2 3 . 14e-1 3 .14e-1 WEB2 TU2X2X3 WEB 1 . 27 1 . 2 1 .2 6 . 68e-1 6 . 68e-1 BRACKT TU6X4X4 BRACKT 4 .59 1 .2 1 .2 11 .70 22 . 10 BRACE TS2X2X083 BRACE 6 .36e-1 1 . 2 1 . 2 3 . 91e-1 3 . 91e-1 BRACE2 TS4X2X11GA BRACE 1 . 38 1 . 2 1 . 2 9 .58e-1 2 . 87 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job 8026-1 12295 W. Colonial Drive Page: 20 Winter Garden, FL 34787-4129 Date: 5/12/98 L File: JN8026-1 (2). 41 ' -6" GUTTER CONNECTED TRUSSES =�DLLWL/SL=5/20/75/50 NY CODE & ASCE 7-88 Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I-End J-End Label y Length --------------------------------------------in-------in---------------ft---- 1 1 2 COL 8 .55 2 2 3 COL 3 .12 3 3 4 BRACKT 0 .73 4 4 5 BOTCH PIN 3 .85 5 5 6 BOTCH 6 .25 6 6 7 BOTCH 6 . 00 7 7 8 BOTCH 8 . 00 8 8 9 BOTCH 6 . 00 9 9 10 BOTCH 6 .25 10 10 20 BOTCH PIN 3 . 85 11 4 11 . TOPCH2 PIN 4 .27 12 11 12 TOPCH2 4 .66 13 12 13 TOPCH 4 .56 14 13 14 TOPCH 4 .47 15 14 15 TOPCH 4 .66 16 15 16 TOPCH 4 . 66 17 16 17 TOPCH 4 .47 18 17 18 TOPCH 4 .56 19 18 19 TOPCH2 4 . 66 20 19 20 TOPCH2 PIN 4 . 27 21 20 21 BRACKT 0 .73 22 5 11 WEB PIN PIN 2 . 00 t ` 23 5 12 WEB PIN PIN 5 . 84 24 12 6 WEB PIN PIN 4 . 81 25 6 13 WEB PIN PIN 6 .55 - 26 13 7 WEB PIN PIN 7 .55 27 7 15 WEB PIN PIN 11.12 28 7' 14 WEB PIN PIN 8 .29 29 15 8 WEB PIN PIN 11 . 12 30 8 17 WEB PIN PIN 7 .55 31 8 16 WEB PIN PIN 8 .29 32 17 9 WEB PIN PIN 6 .55 33 9 18 WEB PIN PIN 4 .81 34 18 10 WEB2 PIN PIN 5 . 84 35 10 19 WEB PIN PIN 2 . 00 36 21 24 BRACKT 0 . 73 37 21 22 COL 3 .12 38 22 23 COL 8 . 55 39 24 25 BOTCH PIN 3 . 85 40 25 26 BOTCH 6 .25 41 26 27 BOTCH 6 . 00 42 27 28 BOTCH 8 . 00 43 28 29 BOTCH 6 . 00 ` -� 44 29 30 BOTCH 6 .25 45 30 40 BOTCH PIN 3 . 85 46 24 31 TOPCH2 PIN 4 .27 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job 8026-1 12295 W. Colonial Drive Page: 21 Winter Garden, FL 34787-4129 Date: 5%12/98 File: JN8026-1 41 ' -6" GUTTER CONNECTED TRUSSES ��R�IOI3S_E` pLt:pL.XWL/SL=5/20/75/50 NY CODE & ASCE 7-88 Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I-End J-End Label y Length --------------------------------------------in-------in---------------ft---- 47 31 32 TOPCH2 4 . 66 48, 32 33 TOPCH 4 .56 49: 33 34 TOPCH 4 .47 50 34 35 TOPCH 4 .66 51 35 36 TOPCH2 4 . 66 52 36 37 TOPCH2 4 .47 53 37 38 TOPCH3 4 .56 54 38 39 TOPCH3 4 .66 55 39 40 TOPCH3 PIN 4 .27 56; 25 31 WEB PIN PIN 2 . 00 57` 25 32 WEB2 PIN PIN 5 . 84 a ; 58 32 26 WEB PIN PIN 4 . 81 59 26 33 WEB PIN PIN 6 .55 60 33 27 WEB PIN PIN 7 .55 61. 27 35 WEB PIN PIN 11 .12 62: 27 34 WEB PIN PIN 8 . 29 63•: 35 28 WEB PIN PIN 11 . 12 64. 28 36 WEB- PIN PIN 8 . 29 651 28 37 WEB2• PIN PIN 7 .55 66• 37 29 WEB. PIN PIN 6 .55 67• 29 38 WEB. PIN PIN 4 . 81 68: 38 30 WEB- PIN PIN 5 . 84 69- 30 39 WEB. PIN PIN 2 . 00 70' 40 41 BRACKT 0 .73 71: 41 42 COL2 3 . 12 7 2i 42 43 COL2 8 .55 73i 2 5 BRACE PIN PIN 5 . 67 9 74 10 22 BRACE2 PIN PIN 5 . 67 75: 22 25 BRACE2 PIN PIN 5 . 67 76 30 42 BRACE PIN PIN 5 . 67 ----------- __< AISC,NDS Parameters r Section Length Lb-out Lb-in Lcomp K K Cm Cb,B Sway Member Set le-out le-in le-bend out in CH o ----;-----------ft------ft------ft------ft----------------------------------- �1 COL 8 . 55 0 . 80 0 . 80 2 COL 3 .12 0 . 80 -0 . 80 3 BRACKT 0 . 73 0 . 65 0 . 65 '4 BOTCH 3 . 85 0 . 65 0 . 65 5 BOTCH 6 .25 0 . 65 0 . 65 6 BOTCH 6 . 00 0 . 65 0 . 65 7 BOTCH 8 . 00 0 . 65 0 . 65 8 BOTCH 6 . 00 0 . 65 0 . 65 9 BOTCH 6 .25 0 . 65 0 . 65 10 BOTCH 3 . 85 0 . 65 0 . 65 11 TOPCH2 4 . 27 0 . 65 0 . 65 RISA-2D (R) version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 22 Winter Garden, FL 34787-4129 Date: 5/12/98 l File: JN8026-1 41 ' -6" GUTTER CONNECTED TRUSSES S,R OUSE.; L/ NY CODE & ASCE 7-88 AISC,NDS Parameters Section Length Lb-out Lb-in Lcomp K K Cm Cb,B Sway Member Set le-out le-in le-bend out in CH o i ---------------ft------ft------ft------ft----------------------------------- 12 TOPCH2 4 .66 0 .65 0 . 65 13 TOPCH 4 .56 0 .65 0 . 65 14 TOPCH 4 .47 0 . 65 0 . 65 15 TOPCH 4 . 66 0 . 65 0 . 65 16 TOPCH 4 . 66 0 . 65 0 . 65 17 TOPCH 4 .47 0 . 65 0 . 65 18 TOPCH 4 .56 0 . 65 0 . 65 19 TOPCH2 4 .66 0 . 65 0 . 65 20 TOPCH2 4 .27 0 .65 0 . 65 21 BRACKT 0 .73 0 . 65 0 . 65 22 WEB 2 . 00 1 . 00 1 . 00 23 .WEB 5 . 84 1 . 00 1.'00 24 WEB 4 .81 1 . 00 1 . 00 25 WEB 6 .55 1 . 00 1 . 00 r 26 WEB 7 .55 1 . 00 1 . 00 27 WEB 11. 12 1 . 00 1. 00 28 WEB 8 .29 1 . 00 1. 00 29 WEB 11.12 1 . 00 1 . 00 30 WEB 7 .55 1 . 00 1 . 00 31 WEB 8 .29 1 . 00 1 . 00 32 WEB 6 .55 1 . 00 1 . 00 33 WEB 4 . 81 1 . 00 1. 00 34 WEB2 5 . 84 1 . 00 1 . 00 35 WEB 2 . 00 1 . 00 1 . 00 36 BRACKT 0 .73 0 . 65 0 . 65 37 COL 3 . 12 0 . 80 0 . 80 38 COL 8 .55 0 . 80 0 . 80 39 BOTCH 3 . 85 0 . 65 0 :65 40 BOTCH 6 .25 0 . 65 0 . 65 ~✓ 41 BOTCH 6 . 00 0 . 65 0 . 65 42 BOTCH 8 . 00 0 . 65 0 . 65 43 BOTCH 6 . 00 0 . 65 0 . 65 44 BOTCH 6 .25 0 . 65 0 . 65 45 BOTCH 3 . 85 0 . 65 0 . 65 4,6, TOPCH2 4 .27 0 . 65 0 . 65 47 TOPCH2 4 . 66 0 . 65 0 . 65 48 TOPCH 4 .56 0 . 65 0 . 65 49 TOPCH 4 .4.7 0 . 65 0 . 65 51:0 TOPCH 4 . 66 0 . 65 0 . 65 51 TOPCH2 4 . 66 0 . 65 0 . 65 52 TOPCH2 4 .47 0 . 65 0 . 65 53 TOPCH3 4 .56 0 . 65 0 . 65 r 5A TOPCH3 4 . 66 0 . 65 0 . 65 55 TOPCH3 4 . 27 0 . 65 0 . 65 56 WEB 2 . 00 1 . 00 1 . 00 57 WEB2 5 . 84 1 . 00 1 . 00 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive ' Page: 23 Winter Garden, FL 34787-4129 Date : 5/12/98 File: JN8026 1 <> Y (2) 41 - -6" GUTTER CONNECTED TRUSSES ^GR & TI30I3E; DLfIiI� WL/SL=5/20/75/50 NY CODE & ASCE 7-88 ________________________< AISC,NDS Parameters Section Length Lb-out Lb-in Lcomp ' K K Cm Cb,B Sway Member Set le-out le-in le-bend out in CH o i ---------------ft------ft------ft------ft------------t---------------------- 58 WEB 4 . 81 1. 00 1 . 00 59 WEB 6 .55 1 . 00 1 . 00 60 WEB 7 .55 1 . 00 1 . 00 61 WEB 11 .12 1. 00 1. 00 62 WEB 8 .29 1 . 00 1. 00 63 WEB 11 . 12 1 . 00 1 . 00 64 WEB 8 .29 1 . 00 1 . 00 65 WEB2 7 .55 1. 00 1 . 00 66 WEB 6 .55 1 . 00 1 . 00 67 WEB 4 .81 1. 00 1 . 00 68 WEB 5 . 84 1. 00 1 . 00 69 WEB 2 . 00 1 . 00 1 . 00 7.0 BRACKT 0 .73 0 . 65 0 . 65 71 COL2 3 .12 0 . 80 0 . 80 72 COL2 8 .55 0 . 80 0 . 80 73 BRACE 5 . 67 1 . 00 1 . 00 74 BRACE2 5 . 67 1 . 00 1 . 00 75 BRACE2 5 . 67 1 . 00 1. 00 76 BRACE 5 . 67 1 . 00 1 . 00 Basic. Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. ----`------------------------------------------------------------------------ 1 TRUSS .LIVE LOAD 21 2 WIND LOAD #1 24 1 3 WIND LOAD #2 24 1 4 SNOW LOAD #1 21 5 SNOW LOAD #2 21 6 DEAD LOAD 38 Joint Loads/Enforced Displacements, BLC 1 Joint Is this a Load or Direction Number a Displacement? (X, Y,Mz) Magnitude -------------------------------------------------------K, K-ft, in, rad--------- :3 L Y -0 .415 11 L Y -0 . 830 12 L Y -0 . 830 13 L Y -0 . 830 1:4 L Y -0 . 830 15 L Y -0 . 830 16 L Y -0 . 830 17 L Y -0 . 830 18 L Y -0 . 830 19 L Y -0 . 830 21 L Y -0 . 830 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job 8026-1 12295 W. Colonial Drive Page: 24 `} Winter Garden, FL 34787-4129 Date: 5/12/98 t J File: ,JN8026-1 � (2_). 41 - -6" GUTTER CONNECTED TRUSSES -_GR i0US`�`iJ)LIfi L/SL=5/20/75/50 NY CODE & ASCE 7-88 Joint Loads/Enforced Displacements, BLC 1 Joint Is this a Load or Direction Number a Displacement? (X,Y,MZ) 46. Magnitude ------------------------------------------------------K,K-ft, in, rad--------- -- 31 L Y -0 . 830 32 L Y -0 .830 33 L Y -0 .830 ,.� 34 L Y -0 .830 35 L Y -0 .830 36 L Y -0 . 830 37 L Y -0 . 830 38 L Y -0 . 830 39 L Y -0 . 830 41 L Y -0 .415 Member Point Loads, BLC 2 Joints Member I J Direction Magnitude Location ----=--------------------------------K,K-ft-----------ft or o--------------- 3 3 4 y 0 :290 0 . 000 12 11 12 y 0 .581 0 . 000 13 12 13 y 0 .581 0 . 000 14 13 14 y 0 . 581 0 . 000 15 14 15 y 0 .581 0 . 000 15 14 15 y 0 .290 4 . 660 16 15 16 y 0 .290 0 . 000 17 16 17 y 0 .581 0 . 000 18 17 18 y 0 .581 0 . 000 19 18 19 y 0 .581 0 . 000 2:0 19 20 y 0 .581 0 . 000 2 . 20 21 y 0 .290 0 .720 36 21 24 y 0 .290 0 . 000 4.7 31 32 y 0 .581 0 . 000 4:8 32 33 y 0 .581 0 . 000 49 33 34 y 0 .581 0 . 000 50 3.4 35 y 0 .581 0 . 000 5.0 34 35 y 0 .290 4 . 660 51 35 36 y 0 .290 0 . 000 5;2 36. 37 y 0 .581 0 . 000 53 37 38 y 0 .581 0 . 000 54 38 39 y 0 .581 0 . 000 5"5 39 40 y 0 .581 0 . 000 r 70 40 41 y 0 .290 0 .720 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern ey! Member I J Label Multiplier ----------------------------------------------------------------------- 2 2 3 GLOXTJNI 0 . 1500 �u RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job 8026-1 � 12295 W. Colonial Drive Page: 25 - Winter Garden, FL 34787-4129 Date: 5/12/98 File: J98026-1 (2) 41 ' -6" GUTTER CONNECTED TRUSSES �GR 0USE:_DL -Lb L/SL=5/20/75/50 NY CODE & ASCE 7-88 __________ ____< Member Point Loads, BLC 3 Joints Member I J Direction Magnitude Location -------------------------- -----------K,K-ft----------eft or ----------------- = 3 3 4 y -0 .104 0 . 000 12 11 12 y -0 .210 0 . 000 13 12 13 y -0 .210 0 . 000 14 13 14 y -0 .210 0 . 000 15 14 15 y -0 .210 0. 000 15 14 15 y ' ' -0 .104 4 . 660 16 15 16 y 0 .290 0 . 000 17 16 17 y 0 . 581 0 . 000 18 17 18 y 0•.581 0 . 000 19 18 19 y 0 .581 01. 000 20 19 20 y 0 .581 . 0 . 000 21 20 21 y 0 .290 0 .720 36 21 24 y 0 .290 0 . 000 _ 47 31 32 y 0 .5.81 0 . 000 48, 32 33 y 0 . 581 0 . 000 49 33 34 y 0 .5,81- 0 . 000 50 34 35 y 0 .581 0 . 000 50 34 35 y 0 ..290 4 . 660 51 35 36 y 0 .290 0 . 000 52 36 37 y 0 .581 0 . 000 53 37 ' 38 y 0 .581 0 . 000 54 38 39 , y 0 .581 . 0 . 000 55 39 40 y, 0 .581 0 . 000 70 . 40 41 y . 0 .290 . 0 . 720 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier ------------------------------------------------------------------------------ J 2 2 3 GLOXUNI 0 .1500 Joint Loads/Enforced Displacements, BLC Joint Is this a Load or Direction Number a Displacement? (X, Y,MZ) Magnitude -------------------------------------------------- -----K, K-ft, in, rad--------- 3 L Y -0 .730 11 L Y 1 ..453 112 L Y -1.453 13 L Y -1 .453 14 L Y -1 .453 15 L Y 1.453 16 L Y -1.453 17 L Y -1 .453 �J 18 L Y -1 . 453 19 L Y -1 . 453 2.1 L Y -1 . 453 yv RISA-2D (R) version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 26 Winter Garden, FL 34787-4129 Date: 5/12/98 File: JN8026-1 (2) 41 ' -6" GUTTER CONNECTED TRUSSES Gg!EWHOLZS _;DI�ILiL/WL/SL=5/20/75/50 NY CODE &- ASCE 7-88 Joint Loads/Enforced Displacements; BLC 4 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude --------------------- - -------------------------------4-K, K-ft, in, rad--------- 31 L Y -1 .453 32 L Y -1 .453 33 L Y -1.453 34 L. - Y -1.453 35 L Y -1.453 36 L Y -1 . 090 37 L Y -2 .560 38 L Y -4 .400 39 L Y -6 .240 41 L Y -8 . 070 -q,b� Joint Loads/Enforced Displacements, BLC 5 Joint -Is this a Load or Direction 2.._ Number a Displacement? (X,Y,Mz) Magnitude 3 L Y -0 . 730 . 11 L Y -1 .453 12 L Y -1.454 -J 13 L Y -1 .453 14 L Y -1.453 15 L Y -1. 090 16 L Y -1.456 17- L Y -2 .180 18 L Y -2 . 910 19 L Y -3 . 630 21 L Y -4 .360 31 L Y -3 .630 ; 32 L Y -2 . 910 y 33 L Y -2 . 180 34 L Y -1 .456 35 L Y -0 . 730 36 L Y -1 .456 b 37 L Y -2 .180 38 L Y -2 . 910 39 L Y -3 . 630 41. L Y -2 .180 Member Distributed Loads, BLC 6 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 3 3 4 UNIFORM 0 . 0500 11 4 11 UNIFORM 0 . 0500 �J 12 11 12 UNIFORM 0 . 0500 13 12 13 UNIFORM 0 . 0500 14 1 ' 14 UNIFORM 0 . 0500' RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 27 --,, Winter Garden, FL 34787-4129 Date: 5/12/98 File: JN8026-1 (2) 41 - -6" GUTTER CONNECTED TRUSSES GR 0 E- DL---�L-/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 ___________________ Member Distributed Loads, BLC 6 Joints Load Pattern Pattern Member I J Label Multiplier ----------------------------------------------------- ----------------------- 15 14 15 UNIFORM 0 . 0500 16 15 16 UNIFORM 0 . 0500 17 16 17 UNIFORM 0 . 0500 18 17 18 UNIFORM 0 . 0500 19 18 19 UNIFORM 0 . 0500 20 19 20 UNIFORM 0 . 0500 21 20 21 UNIFORM 0 . 0500 36 21 24 UNIFORM 0 . 0500 46 24 31 UNIFORM 0 . 0500 47 31 32 UNIFORM 0 . 0500 48 32 33 UNIFORM 0 . 0500 49 33 34 UNIFORM 0 . 0500 50 34 35 UNIFORM 0 . 0500 51 35 36 UNIFORM 0 . 0500 52 36 37 UNIFORM 0 . 0500 53 37 38 UNIFORM 0 . 0500 54 38 39 UNIFORM 0 . 0500 55 39 40 UNIFORM 0 . 0500 -' 70 40 41 UNIFORM 0 . 0500 4 4 5 UNIFORM . 0 . 0500 5 5 6 UNIFORM 0 . 0500 6 6 7 UNIFORM 0 . 0500 7 7 8 UNIFORM 0 . 0500 8 8 9 UNIFORM 0 . 0500 9 9 10 UNIFORM 0 . 0500 1.0 10 20 UNIFORM 0 . 0500 39 24 25 UNIFORM 0 . 0500 40 25 26 UNIFORM 0 . 0500 41 26 27 UNIFORM 0 . 0500 42 27 28 UNIFORM 0 . 0500 43 28 29 UNIFORM 0 . 0500 44 29 30 UNIFORM 0 . 0500 45 30 40 UNIFORM 0 . 0500 _____________________________< Load Patterns Pattern Magnitudes - Locations Label Dir Start End Start End ----`---------------K/ft, F----------K/ft, F-----------ft or 1-------ft or o--- UNIFORM Y -1 . 000 -1 . 000 0 . 000 0 . 000 GLOXUNI X 1. 000 1 . 000 1 . 000 0 . 000 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page : 28 Winter Garden, FL 34787-4129 Date : 5/12/98 j File: JN8026-1 (2) 41 ' -6" GUTTER CONNECTED TRUSSES �GR PHOUS_E:�DL�.vL/:WL/SL=5/20/75/50 NY CODE & ASCE 7-88 _______ ______< Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ----------------------------------------------------- ---------------------- 1 DL+ROOF LL 6 1 1 1 Y -1 y 2 DL + WL #1 6 .5 2 1 Y -1 y y 3 DL + WL #2 6 .5 3 1 Y -1 y y 4 DL+SL#1 6 1 4 1 Y -1 y 5 DL+SL#2 6 1 5 1 Y` -1 y 6 DL+1/2WL#1+SL#1 6 1 2 .5 4 1 Y -1 y.y 7 DL+1/2WL#1+SL#2 6 1 2 .5 5 1 Y' -1 y y 8 DL+1/2WL#2+SL#1 6 1 3 .5 4 1 Y -1 y y 9 DL+1/214L#2+SL#2 6 1 3 .5 5 1 Y -1 y y 10 DL+WL#1+1/2SL#1 6 1 2 1 4 .5 Y -1 y y 11 DL+WL#1+1/2SL#2 6 1 2 1 5 .5 Y -1 y y 12 DL+WL#2+1/2SL#1 6 1' 3 1 4 .5 Y -1 y y 13 DL+WL#2+1/2SL#2 6 1 3 1 5 .5 Y -1 y y _____________________< Envelope Displacements >===______________________ Joint +---------- Translation ----------+ X lc Y lc Rotation lc ------------in----------------in---------------rad-------------------------- 1U 0,:000 2 0 . 000 2 0 . 01169 5 L 0 . 000 5 0 . 000 9 -0 . 00137 2 2U 0 . 091 2 0 . 002 2 0 . 00007 2 L -0 .791 5 -0 . 017 9 -0 . 00063 13 3U 0 . 065 '3 0 . 003 2 0 . 00195 2 ' L -0 .516 4 -0 . 023 9 0 . 01312 5 4U 0 . 070 3 0 . 018 2 0 . 00201 2 _ L -0 .526 4 -0 .128 5 -0 . 01354 5 5U 0 . 074 3 0 . 061 2 0 . 00031 2 L -0 .499 4 -0 .410 5 -0 . 00519 5 6U 0 . 077 3 0 . 080 2 0 . 00060 10 L -0 .462 4 -0 .550 5 0 . 00020 5 7U 0 : 079 3 0 . 081 2 -0 . 00065 3 L -0 .431 4 -0 .565 5 -0 . 00156 11 s 8U 0 . 078 3 0 . 068 2 0 . 00293 8 L -0 .404 4 -0 .497 5 0 . 00066 2 9U 0 . 075 3 0 . 050 2 0 . 00169 4 L -0 .382 4 -0 -388 5 -0 . 00071 2 1OU 0 . 073 3 0 . 0210 2 0 . 00343 5 L -0 .367 4 -0 . 170 9 -0 . 00001 2 11U 0 . 087 3 0 . 061 2 0 . 00062 2 L -0 .407 4 -0 .409 5 -0 . 00401 5 12U 0 . 087 3 0 . 075 2 0 . 00008 2 L -0 .382 4 -0 .511 5 -0 . 00075 5 13U 0 . 083 3 0 . 082 2 0 . 00012 2 L -0 .40.1 4 -0 . 5F0 5 -0 . 00067 5 14U 0 . 080 3 0 . 084 2 0 . 00140 8 L -0 .427, 4 -0 . 575 5 -0 . 00026 2 RISA-2D (R) version 4 . 01 Diversified Engineering, Inc . Job 8026-1 12295 W. Colonial Drive Page: 29 - , Winter Garden, FL_ 34787-4129 Date: 5/12/98 (` �r File: JN8026-1 (2) 41 ' -6" GUTTER CONNECTED TRUSSES T_ TGk-a HOUp:L�L'L/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Displacements Joint +---------- Translation ----------+ X lc Y lc Rotation lc -------------in----------------in---------------rad---&----------------------- 15U 0 . 067 3 0 . 068 2 0A Q119 8 L -0 .499 4 -0 .498 5 -0 . 00015 2 16U 0 . 073 3 0 . 071 2 0 . 00043 8 L -0 .519 4 -0 .505 5 0 . 00002 2 17U 0 . 072 3 0 . 058 2 0 . 00186 4 L -0 .505 4 -0 .436 5 0 . 00031 2 18U 0 . 071 3 0 . 041 2 0 . 0027915 L -0 .471 4 -0 .324 5 70 . 00040 2 19U 0 . 068 3 0 . 020 2 0 . 00293 5 L -0 .390 4 -0 .175 9 -0 . 00042 2 20U 0 . 070 3 0 . 0052 0 . 00142 3 L -0 .345 4 -0 . 061 9 0 . 00160 6 21U 0 . 075 3 0 . 005 2 0 . 00145 3 L -0 .351 4 -0 . 064 5 -0 . 00187 6 22U 0 . 095 �3 0 . 005 2 0 . 00091 4 _ L -0 .369 4 -0 . 063 5 -0 . 00016 3 23U 0 . 000 3 0 ..000 2 0 . 00494 4 L 0 . 000 4 0 . 000 5 -0 . 00131 3 24U , 0 . 069 3 0 . 014 3 0 . 00154 3 L 0 .341 "4 -0 . 072 5 - -0 . 00223 4 25U 0 . 062 3 0 . 051 3 0. 00035 3 L -0 .315 4 -0 .191 5 0 . 00354, 5 26U 0 . 053 3 0 . 089 3 0 . 000,69- 3 L -0 .293 4 -0 .409 5 -0 . 00193 4 27U 0 . 045 3 0 .103 3 -0 . 00073 2 L -0 .264 4 -0 .541 4 -0 . 00.320 4 28U 0 . 035 3 0 .106 3 0 . 00159 1 L -0 .228 4 0-.667 .4 " 0 . 00071 3 29U 0 . 026 3 0 . 096 3 0 . 00041 2 y L -0 .179 4 -0 .682 4 -0 . 00123 8 _ 30U" 0 . 015 3 0 . 061 3 0 . 00682 4 L -0 . 113 4 -0 .572 4 -0 . 00048 3 31U 0 . 050 3, 0 . 051 3 0 . 00074 3 L -0 .277 4 -0 .196 5 -0 . 00302 5 32U 0 . 035 3 0 . 0.80 3 0 . 00044 3 L -0 .185 4 -0 .346 5 -0 . 00305 4 33U 0 . 031 3 0 .,097 3 0 . 00027 3 L -0 .150 4 0,.462 4 0 . 00211 4 34U 0 . 031 3 0 .106 3 0 . 00027 5 L -0 ..140 4 -0 .548 4 -0 . 00031 8 35U 0 . 040 3 0 . 099 3 0 . 00011 2 L -0 .166 4 -0 .563 4 -0 . 00169 4 .._!" 36U 0 . 048 3 0 . 108 3 0 . 00013 2 L -0 .242 4 -0 . 673 4 -0 . 00145 4 37U 0 . 046 3 0 . 100 3 0 . 00070 5 L -0 .259 4 -0 . 668 4 -0 . 00022 3 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. .Colonial Drive Page: 30 -� Winter Garden, FL 34787-4129 Date: 5/12/98 File: 'JN8026-1 (2) 41 ' -'6" GUTTER CONNECTED TRUSSES' - "I �GR ,s�iOLI$�:�_Dh"��L"�WL/SL=5/20%75/50 NY CODE & ASCE 7-88 ____________ _ _____< Envelope Di'splacements Joint +----------- Translation ----------+ X lc Y lc Rotation lc ------------in--=-------------in---------=---=-rad--- ---------------------- .3 8U 0 . 043 .3 0 . 089 3 0 . 00035 1 L -0 .275 4 -0 .661 4 0 .'00050 8 39U 0 . 033 3 0 . 067 3 0 . 00543 4 L -0 .259 . 4 -0 .576 4 0 .00082 3 40U 0 . 007 3 0 .'016 3 0 . 01578 4 L -0 . 061 4 -0 .147 4 70 . 00188 3 41U 0 . 000 3 0 . 001 3 0 . 01498 4 f ` L 0 . 000 4 -0 . 026 4 -0 . 00178 3 42U 0 .318 4 0 . 001 3 0 . 00347 4 L -0 037 3 0..-019 4 -0 . 00038 3 43U 0 : 000 4 0. 000 3 0 . 00073 3' L 0 . 000 3 0 . 000 4 -0 . 00639 4 Envelope ,Story Drift Story+---- X Direction ----+ No. Joint . Drift lc Ht o _ -------------in---------------------- -------=------------------------------- No Stories Defined. . . __________-------__________< Envelope Reactions Joint +--------=--- Forces -------------+ X lc Y lc Moment lc ------------K----=-------- -----K----------------K-.ft------------------------- 1U 0 .31 5 8 . 82 9 0 . 00 1 L -0 . 04 2 -1 . 02 2 0 . 00 1 23U 0 .10 4 32 . 96 5 0 .00 1 L -0 . 03 3 -2 . 69 2 0 . 00 1 41U 0 . 12 4 0 . 00 1 0 . 00 1 L -2 .18 3 .0 . 00 1 0 : 00 1 43U 0 . 06 3 23 .'24 '4 0 . 00 1 _ L -0 .52 4 - -0 . 89 3: 0 . 00 1 Tot : 9U 0 _00 1 55 .54 5 L -2 . 14 3 -4 .56 2 ------------------< .Envelope Section Forces Section Memb 4. Axial lc Shear lc Moment lc -'---'-------------K--.----------------K------=----------K-ft------------------ 1 1 U 8 . 82 9 0 . 04 2 0 . 00 1 L -1, 2 -0 .308 5 0 2 U 8 . 81 9 0 . 04 -2 0 . 66 5 L -1 2 -0 .308 5 0 3 U 8 .79 9 0 . 04 2 1 .32 5 L -1 2 -0 .308 5 - . 16 2 4 U 8 . 78 9 0 . 04 2 1 . 97 5 -1 . 1 2 70 . 308' 5 - . 24 2 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job 8026-1 12295 W. Colonial Drive Page: 31 r--, Winter Garden, FL 34787-4129 Date: 5/12/98 File: JN8026-1 _ (2) 41 ' -6" GUTTER CONNECTED TRUSSES �GR _AIQPSE::D1;% L/WL/SL='5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces ' Section Memb Axial lc Shear lc Moment lc ------5 U-----------K-j 8 . 76 9----------------K--0 . 04-----2 63 5 ---= 63. 5 -----4.K-ft2 ------------ -. L -1.1 2 -0 .308 5 - .32 2 --------------------------------------------_ -------------------------------- 2 1 U 9 .13 9 0 .21 2 2 . 63 5 L -1 .2 2 -0 . 804 5 - .32 2 2 U 9 . 13 9 0 .21 2 3 .26 5 L -1 .2 2 -0 . 804 5 - .48 2 3 U 9. 12 9 0 . 13 2 3 .88 5 L -1.2 2 -0 . 818 9 - . 62 2 4 U 9 .12 9 0 . 01 2 4 .51 5 L -1 .2 2 -0 . 877 9 - . 67 2 5 U 9 .11 9 -0 .11 2 5 .14 5 L -1.2 2 -0 . 935 9 - . 63 2 ---------------------------------------------------------------------'------- 3 1 U 4 . 63 9 7 . 07 5 5 . 14 5 L - .46 2 -1. 146 2 - . 63 2 ,- 2 U 4 . 62 9 7 . 06 5 3 . 85 5 L - .46 2 -0 . 863 2 - .48 2 3 U 4 . 62 9 7 . 05 5 2 .57 5 L - .47 2 -0 . 869 2 - .32 2 4 U 4 . 61 9 7 . 04 5 1 .28 5 L - .47 2 -0 . 876 2 - . 16 2 5 U 4 .61 9 7 . 03 5 0 . 00 9 L. - .47 2 -0 . 883 2 0 ---------------------------------------------------------------------------- __ 4 1 U 1 . 96 2 0 . 09 9 0 . 00 1 L -14 .1 5 0 . 028 2 0 2 U 1. 96 2 0 . 04 9 0 . 01. 2 L -14 .1 5 0 . 001 2 0. 3 U 1 . 96 2 -0 . 01 9 0 . 00 2 L -14 .1 5 -0 . 029 10 0 4 U 1 . 96 2 -0 . 04 3 0 . 04 2 = L -14 .1 5 -0 . 080 10 0 5 U 1 . 96 2 -0 . 07 3 0 .11 10 L -14 .1 5 -0 .130 10 0 - ---------------------------------------------------------------------- 5 1 U 1 .70 2 0 .16 10 0 .11 10 L -12 .4 5 0 . 084 3 0 2 U 1 . 70 2 0 . 08 10 -0 . 01 2 ' L -12 .4 5 0 . 040 3 - . 14 9 3 U 1 . 70 2 0 . 00 2 -0 . 05 2 L -12 .4 5 -0 . 019 9 - . 17 9 �. 4 U 1 . 70 2 -0 . 04 2 -0 . 02 2 L -12 .4 5 -0 . 102 9 0 5 U 1 . 70 2 -0 . 08 2 0 .15 12 L -12 . 4 5 -0 . 184 9 0 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job 8026-1 . 12295 W. Colonial Drive Page: 32 1Winter Garden, FL 3.4787-4129 Date: 5/12/98 File: JN8026-1 (2) 41 ' -6" GUTTER CONNECTED TRUSSES �G1R ,+ OiIS :-:Dh-.],fir./WL/SL='5./20/75/50 NY CODE & ASCE 7-88 ________________________< Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K---------------=&-K-ft------------------ --------------------------------------=--------------------------------.----- 6 1 U 1 .33 2 0 . 15 8 0 .15 12 L -10 . 8 5' 0 . 075 2 0 2 U 1.33 2, 0 . 07' 8 0 . 00 2 L -10 . 8 5 0 . 033 2 0 3 U 1 .33 2 -0 . 01 3 -0 . 02 2 L -1.0 . 8 5 -0 : 015 11 0 4 U 1 .33 2 .-0 . 05 3 0 . 04 11 L -10 . 8 5 -0 . 094 11 0 5 U 1.33 2 -0 . 09 3 0 .24 11 L -10 . 8 5 -0 . 173 11 . 12 3 ----------------------------------------------------------- --------------------- 7 1 U 0 .57 2 0 .21 11 0 .24 11 L -1 .2 5 0 .110 3 . 12 3 . 2 U 0 .57 2 0 .11 11 -0 . 04 2 L -7 .2 5 0 . 054 3 0 3 U 0 .57 2 0 . 00 2 -0 . 09 2 L -7 .2 5 -0 . 003 8 - .19 4 4 U 0 .57 2 -0 . 06 2 -0 . 04 3 L -7 .2 5 0 . 108 ,8 0 5 U 0 .57 2 -0 .11 2 0 . 25 12 L -7 .2 5 -0 .214 8 .13 2 ----------,------------------------------------------------------------------ 8 1 U. 0 .89 2 0 . 18 , 5 0 .25 12 L -8 . 7 5 0 . 091 - 2 . 13 2 2 U -0 .89 2 0 ..10 5 0-. 04 12 L -8 .7 5 0 . 049 2 0 3 U 0 .89 2 0 . 02 5 -0 . 02 3 L -8 .7 5 0 . 007. 2 0 4 U 0 . 89 2 -.0 . 03 3 0 .00 2 L -8 . 7 5 -0 . 062 10\• 0 5 U 0 . 89 2 -0 .07 3 0 .14 10 L -8 . 7 5 -0 . 141 10 0 -------------------- ------------------------------------------------------- 9 1 U 0 .78 3 0 .16 13 0 . 14 10 L -7 5 . 0 . 088 2 0 2 U 0 .78 3 0 . 08 13 - -0 . 02 2 L -7 5 0 . 045 2 0 3 U 0 . 78 3 0 . 00 .3. -0 . 06 2 L -7 5 -0 . 012 4 - .11 9 4 U 0 .78 3 -0 . 04 3 -0-. 02 4 L -7 5 -0 . 095 4 0 5 U 0 .78 3 -0 . 09 3 0 .19 4 L -7 5 -0 . 177 4 0 ---------------------------------------------------------------------------- t RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job 8026-1 12295 W. Colonial Drive Page:, 33 Winter Garden, FL 34787-4129 Date: 5/12/98 File: JN8026-1' _ (2) 41 ' -61' • GUTTER CONNECTED TRUSSES �GREFQU :_:DL/LiL`/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 ______ Envelope Section Forces ' Section Memb Axial lc Shear lc - Moment lc -----------------K------------------K-------------- --k K-ft--7--------------- 10 1 • U 1 .62 2 0 . 15 4 0 . 19 4 L -16 .7 5 0 . 072 3 0 2 U 1 .62 2 0 .10 4 0 . 07 4 L 16 .7 . 5 0 . 045 3 . 0 3 U 1 . 62 2 0 . 05- 4 0 . 00 4 L -16 . 7 5 0 . 019 3 0 4 U 1 . 62 2 0 . 00 4 -0 . 02 2 L -16 .7 5 -0 . 010 13 0 5 U 1. 62 2 -0 . 03 2 0 . 00 1 L -16 .7 5 -0 . 061 13 0 ---- ------------------------------------------------------------------------ 11 1 U 17 . 05 5 0 .23 9 0 . 00 1 " L -2 .2 2 0 . 020 2 0 2 U . 17 . 02 5 0 .18 9 -0 . 01 2 L -2 .2 2 -0 . 008 2 - .'22 9 3 U 16 . 99 5 0 .13 ''9 0 . 02 2 L -2 .3 2 -0 . 036 2 - .39 9 4 •.0 16 . 97 5• 0 . 08 9 0 . 07 2 L -2 .3 2 -0 . 065 2 - .5 9 5 U 16 . 94 5 - 0 . 03 9 0 .16 2 L -2 .3 2 -0 . 093 2 -,.55 9 --------------- ------------------------------------------------------------ 12 1 -U . 17 . 03 9 0 .25 3 0 .16 2 L- -2 .5 2 -0 .510 11 - .55 9 2 U 17 . 00 9 0 . 05 2 0 . 07, 2 L -2 .5 2 -0 . 076 9 - .49 9 - 3 U 16 . 97 9 0 . 02 2 0 . 03 2 L -2 .5 2 -0 .132 9 - .37 9 4 U 16 . 94 9 -0 . 01, 2 0 . 02 2 L -2 . 6 2 -0 . 188 9 - .19 9 5 U 16 . 91 9 -0 . 04 2 0 . 08 10 L -2-. 6 2 -0 . 244 9 0 �- -------------------------------------------------------------- ------------- 13 1 U 13 .15 5 0 .31 12 0 . 08 10 L -2 2 -0 . 522 2 0 2 U 13 .13 5 0 . 05 10 0 . 00 3 L -2 2 0 . 027 3 0 3 U 13 .10 5 0 . 00 2 -0 . 02 3 L -2 2 -0 . 006 9 0 4 U 13 . 07 5 -0 . 02 2 0 . 00 3 L -2-2 -0 . 059 9 0 5 U 13 . 05 5 -0 . 05 2 0 . 09 8 L -2 . 1 2 -0 .1113 9 0 ---------------------------------------------------------------------------- 14 1 U 10 .46 5 ' 0 .36 13 0 . 09 8 L -1 . 7 2 -0 . 542 2. 0 RISA72D (R) Version 4 . 01 ' Diversified Engineering, -Inc. Job 8026-1 12.295 W. Colonial Drive Page: 34 Winter Garden, FL 34787-4129 Date: 5/12/98 f1 File: JN8026-1 (2) 41 ' -6" GUTTER CONNECTED TRUSSES DL ,b/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 ---------- Section Forces Section Memb . y Axial lc Shear lc Moment lc ------------------K------------------K---------------- -�K-f.t------------------- -- 2 U 10 .43 5 0 . 12 9 0 . 00 2 L -1.7 2 0 . 012 2 0 - 3 U 10-.40 5 0 . 06 9 0 . 01 2 L -1. 8 2 -0 . 015 2 - .17 9 4 U 10 .38 5 0 . 01 9 0 . 04 2 L -1.8 2 -0 . 043 2 - .21 9 5 U 10 .35 5 -0 . 04 9 0 .10 2 L -1.8 2 -0 . 091 10 - .2 9 ---- ------------------------------------------------------------------------ 15 1 U , 10 .33 5 0 .25 3 0 . 10 2 L -2 2 -0 . 50:8 11 - .2 9 2 U 10 .30 5 0 . 06 2 0 . 02 2 L -2 2 -0 . 077 5 - .14' 8 3 U 10 .28 5 0 . 03 2 -0 . 01 5 L -2 2 -0 . 132 5 0 4 U . 10 .25 5 0 . 00 2 0 . 17 5 L -2 2 -0 . 1-86 5 0 5 U 10 .22 5 -0 .26 2 0 .42 5 L -2 2 -0 . 293 13 0 16 1 U 9 .37 5 0 .24 5 0 .42 5 L -1. 9 2• -0 . 260 2 0 2 U 9 .40 5 0 . 18 5 0 .18 5. L. -1. 9 2 0 . 002 2 0' 3 U 9 .43 5 0 . 13 5 0 . 01 9 i L -1.8 2 -0 . 027 2 0 4 U 9 .45 5 ' 0 . 07 5 0 . 01 2 L -1. 8 2 -0 . 055 2 - .11 5 5 U 9 .48 5 0 . 02 5 0 .10 2 L -1. 8 '2 -0 . 084 2 - .16 5 ----------------------------------------------------------------------------- 17 1 U 9 .49 5 0 : 07 1 0 . 10 2 L -1 . 6 2 -0 .520 3 - . 16 5 2 U 9 .52 5 0 A4 2 0 . 03 2 L -1 .6 2 -0 -005 5 7 .19 5 3 U 9 .55 5 0 . 01 2 0 . 00 2 L -1. 6 2 -0 . 057. 5 - .15 5 4 U 9 .57 5 -0 . 01 2 0 . 00 2 L -1. 6 2 -0 .110 5 0 5 U 9 .60 5 -0 . 04 2 0 . 09 4 L -1.5 2 -0 . 162 5 0 ---- ----------------------------------------------------------------------- 18 1 U 9 .38 5 0 . 14 5 0 . 09 4 i L -1 .3 2 -0 . 533 2 0 Y 2 U 9 .41 5 0 . 09 5 -0 . 01 3 L -1 .3 2 0 . 020 2 0 RISA-2D (R) version 4 . 01 Diversified Engineering, Inc. Job 8026-1 12295 W. Colonial Drive Page: 35 Winter Garden, FL 34787-4129 Date: 5/12/98 File: JN8026-1 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 3 U 9 .44 5 0 . 04 5 -0 . 02 2 L -1 .3 2 -0 . 008 2 - . 11 5 4 U 9f46 5 -0 . 02 5 0 . 01 2 L -1.3 2 -0 . 046 10 - .12 5 5 U 9 .49 5 -0 . 06 3 0 . 07 2 L -1.3 2 -0 . 099 10 0 ---------------------------------------------------------------------------- 19 1 U 2 . 04 3 0 . 07 1 0 . 07 2 L -5 .3 4 -0 .513 2 0 2 U 2 . 06 3 0 . 04 3 0 . 00 2 L -5 .3 4 -0 . 021 4 0 3 U 2 . 08 3 0 . 01 3 0 . 00 4 L -5 .2 4 -0 . 077 4 0 4 U 2 . 09 3 -0 . 02 3 0 .13 4 L -5 .2 4 -0 . 133 4 0 5 U 2 . 11 3 -0 . 05 3 0 .31 4 L -5 . 2 4 -0 . 189 4 0 ---------------------------------------------------------------------------- •20 1 U 2 .32 3 0 . 18 4 0 .31 4 L -5 .2 4 -0 .522 3 0 2 U 2 .33 3 0 . 13 4 0 . 15 4 L -5 .2 4 0 . 031 3 0 3 U 2 .35 3 0 . 07 4 0 . 05 4 L -5 . 2 4 0 . 003 3 0 4 U 2 .36 3 0 . 02 4 0 . 00 4 L -5 .2 4 -0 . 026 3 0 5 U 2 .38 3 -0 . 03 4 0 . 00 2 L -5 . 1 4 -0 . 077 13 0 ---------------------------------------------------------------------------- 21 1 U 3 . 75 3 0 . 64 2 0 . 00 1 L -18 .3 5 -7 . 614 5 0 2 U 3 . 75 3 0 . 63 2 1 .39 5 L -18 .3 5 -7 . 625 5 - . 12 2 3 U 3 .76 3 0 . 63 2 2 . 78 5 L -18 .3 5 -7 . 635 5 - .23 2 4 U 3 .76 3 0 . 62 2 4 . 17 5 L -18 .3 5 -7 . 646 5 - .34 2 5 U 3 . 76 3 0 . 90 2 5 .57 5 L -18 .3 5 -7 . 657 5 - .46 2 ---------------------------------------------------------------------------- 22 1 U 1 . 80 9 0 . 00 1 0 0-'0_-1_ L - .49 2 0 . 000 1 0 2 U 1 . 80 9 0 . 00 1 0 . 00 1 L - . 49 2 0 . 000 1 0 3 U 1 . 80 9 0 . 00 1 0 . 00 1 L - . 49 2 0 . 000 1 0 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 36 Winter Garden, FL 34787-4129 Date: 5/12/98 File: JN8026-1 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K-----------------;K------------------K-ft------------------ 4 U 1 . 80 9 0 . 00 1 0 . 00 1 L - .49 2 0 . 000 1 0 5 U 1 . 80 9 0 . 00 1 0 . 00 1 L - .49 2 0 . 000 1 0 --------------------------------------------=------------------------------- 23 1 U 0.. 61 2 0 . 00 1 0 . 00 1 L _ -3 .3 9 0 . 003 1 0 2 U 0 . 61 2 0 . 00 1 0 . 00 1 L -3 .3 9 0 . 002 1 0 3 U 0 .61 2 0 . 00 1 0 . 00 1 L -3 .3 9 0 . 000 1 0 4 U 0 . 60 2 0 . 00 1 0 . 00 1 L -3 .3 9 -0 . 002 1 0 5 U 0 . 60 2 0 . 00 1 0 . 00 1 L -3 .3 9 -0 . 003 1 0 ---------------------------------------------------------------------------- 24 1 U 2 .24 8 0 . 00 1 0 . 00 1 L - .58 2 0 . 002 1 0 ` 2 U 2 .24 8 0 . 00 1 0 . 00 1 L - .58 2 0 . 001 1 0 3 U 2 .24 8 0 . 00 1 0 . 00 1 L - .58 2 0 . 000 1 0 4 U 2 .24 8 0 . 00 1 0 . 00 1 L - .58 2 -0 . 001 1 0 5 U 2 .25 8 0 . 00 1 0 . 00 1 L - .58 2 -0 . 002 1 0 ---------------------------------------------------------------------------- 25 1 U 0 .36 2 0 . 00 1 0 . 0.0 1 L -2 . 4 8 0 . 002 1 0 2 U 0 .36 2 0 . 00 1 0 . 00 1 L -2 .4 8 0 . 001 1 0 3 U 0 .36 2 0 . 00 1 0 . 00 1 L -2 . 4 8 0 . 000 1 0 4 U 0 .36 2 0 . 00 1 0 . 00 1 L -2 . 4 8 -0 . 001 1 0 5 U 0 .35 2 0 . 00 1 0 . 00 1 L -2 . 4 8 -0 . 002 1 0 ---------------------------------------------------------------------------- 26 1 U 3 .49 8 0 . 00 1 0 . 00 1 L - . 75 2 0 . 004 1 0 2 U 3 . 49 8 0 . 00 1 =rQ'. 0,1-._1 - L - . 75 2 0 . 002 1 0 3 U 3 .50 8 0 . 00 1 -0 . 01 1 �.._ L - . 75 2 0 . 000 1 0 4 U 3 . 50 8 0 . 00 1 -0 . 01 1 L - . 74 2 -0 . 002 1 0 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 37 } Winter Garden, FL 34787-4129 Date: 5/12/98 File: JN8026-1 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE ' 7-88 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 5 U 3 .50 8 0 . 00 1 0 . 00 1 L - . 74 2 -0 . 004 1 0 ---------------------------------------------------------------------------- 27 1 U 0 . 93 2 0 . 00 1 0 . 00 1 L -5 .3 8 0 . 003 1 0 2 U 0 . 93 2 0 . 00 1 -0 . 01 1 L -5 .3 8 0 . 002 1 0 3 U 0 . 92 2 0 . 00 1 -0 . 01 1 L -5 .3 8 0 . 000 1 0 4 U 0 . 92 2 0 . 00 1 -0 . 01 1 L -5 .3 8 -0 . 002 1 0 5 U 0 . 92 2 0 . 00 1 0 . 00 1 L -5 . 3 8 -0 . 003 1 0 ---------------------------------------------------------------------------- 28 1 U 1. 61 8 0 . 00 1 0 . 00 1 L - . 46 2 0 . 000 1 0 2 U 1. 61 8 0 . 00 1 0 . 00 1 L - .46 2 0 . 000 1 0 3 U 1. 61 8 0 . 00 1 0 . 00 1 L - . 47 2 0 . 000 1 0 4 U 1 . 60 8 0 . 00 1 0 . 00 1 L - .47 2 0 . 000 1 0 5 U 1 . 60 8 0 . 00 1 0 . 00 1 L - .47 2 0 . 000 1 0 -------------------------------------------7-------------------------------- 29 1 U . 0 . 64 3 0 . 00 1 0 . 00 1 L -2 . 8 5 0 . 003 1. 0 2 U 0 . 65 3 0 . 00 1 -0 . 01 1 L -2 . 8 5 0 . 002 1 0 3 U 0 . 65 3 0 . 00 1 -0 . 01 1 L -2 . 8 5 0 . 000 1 0 4 U 0 . 65 3 0 . 00 1 -0 . 01 1 L -2 . 8 5 -0 . 002 1 0 5 U 0 .66 3 0 . 00 1 0 . 00 1 L -2 . 8 5 -0 . 003 1 0 ---------------------------------------------------------------------------- 30 1 U 0 . 87 5 0 . 00 1 0 . 00 1 L - .57 12 0 . 004 1 0 2 U 0 . 87 5 0 . 00 1 -0 . 01 1 L - .58 12 0 . 002 1 0 3 U 0 . 87 5 0 . 00 1 ==�.0 ..Q1-J . - - L - .58 12 0 . 000 1 0 4 U 0 . 86 5 0 . 00 1 -0 . 01 1 Y L - .58 12 -0 . 002 1 0 5 U 0 . 86 5 0 . 00 1 0 . 00 1 L - . 58 12 -0 . 004 1 0 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 38 - Winter Garden, FL 34787-4129 Date: 5/12/98 File: JN8026-1 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ ----------------------------------------------------------------------'------ 31 1 U 1.52 4 0 . 00 1 0 . 00 1 L - .5 3 0 . 000 1 0 2 U 1.51 4 0 . 00 1 0 . 00 1 L - .5 3 0 . 000 1 0 3 U 1 .51 4 0 . 00 1 0 . 00 1 L - .51 3 0 . 000 1 0 4 U 1 .50 4 0 . 00 1 0 . 00 1 L - .51 3 0 . 000 1 0 5 U 1.50 4 0 . 00 1 0 . 00 1 L - .51 3 0 . 000 1 0 ---------------------------------------------------------------------------- 32 1 U 2 .69 4 0 . 00 1 0 . 0.0 1 L - .34 2 0 . 002 1 0 2 U 2 . 70 4 0 . 00 1 0 . 00 1 L - . 33 2 0 . 001 1 0 _ 3 U 2 . 70 4 0 . 00 1 0 . 00 1 L - .33 2 0 . 000 1 0 4 U 2 . 70 4 0 . 00 1 0 . 00 1 L - .33 2 -0 . 001 1 0 5 U 2 . 71 4 0 . 00 1 0 . 00 1 L - .33 2 -0 . 002 1 0 7----------------------------------------------------------------------- 33 1 U 0 .17 2 0 . 00 1 0 . 00 1 L -3 .3 4 0 . 002 1 0 2 U 0 .16 2 0 . 00 1 0 . 00 1 L -3 . 3 4 0 . 001 1 0 3 U- 0'. 16 2 0 . 00 1 0 . 00 1 L -3 . 3 4 0 . 000 1 0 4 U 0 .16 2 0 . 00 1 0 . 00 1 L -3 .3 4 -0 . 001 1 0 5 U 0 .16 2 0 . 00 1 0 . 00 1 L -3 .3 4 -0 . 002 1 0 ---------------------------------------------------------------------------- 34 1 U 15 .39 5 0 . 01 1 0 . 00 1 L -1. 8 2 0 . 009 1 0 2 U 15 .39 5 ' 0 . 00 1 -0 . 01 1 L -1 . 8 2 0 . 004 1 0 3 U 15 .40 5 0 . 00 1 -0 . 01 1 L -1. 8 2 0 . 000 1 0 4 U 15 .40 5 0 . 00 1 '=0_`: L -1 . 8 2 -0 . 004 1 0 = 5 U 15 . 40 5 -0 . 01 1 0 . 00 1 L -1 . 8 2 -0 . 009 1 0 -- ------------------------------------------------- -------------------------- RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 39 ,, Winter Garden, FL 34787-4129 Date: 5/12/98 File: JN802-6-1 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 35 1 U 3 .86 5 0 . 00 1 0 . 00 1 L - .5 2 0 . 000 1 0 2 U 3 . 86 5 0 . 00 1 0 . 00 1 L - .5 2 0 . 000 1 0 3 U 3 . 86 5 0 . 00 1 0 . 00 1 L - .5 2 0 . 000 1 0 4 U 3 .86 5 0 . 00 1 0 . 00 1 L - .5 2 0 . 000 1 0 5 U 3 . 86 5 0 . 00 1 0 . 00 1 L - .5 2 0 . 000 1 0 ---------------------------------------------------------------------------- 36 1 U 3 .10 3 8 .10 5 5 . 89 5 L -18 .2 5 -1 .812 3 -1.1 3 2 U 3 ..09 3 8 . 09 5 4 .41 5 L -18 . 2. 5 -1 .528 3 - . 84 3 3 U 3 . 09 3 8 . 08 5 2 . 94 5 L -18 .3 5 -1 .535 3 - .56 3 4 U 3 . 09 3 8 . 07 5 1.47 5 L -18 .3 5 -1 .541 3 - .28 3 5 U 3 . 08 3 .8 . 06 5 0 . 00 1 L -18 .3 5 -1 .548 3 0 ---------------------------------------------------------------------------- 37 1 U 2 .32 9 0 .21 13 0 .72 3 L -1 . 9 4 -0 . 023 2 - .79 6 2 U 2 .33 9 0 .21 13 0 . 60 3 L -1 . 9 4 -0 . 023 2 - . 81 4 3 U 2 .33 9 0 .21 13 0 .49 3 L -1 . 9 4 -0 . 023 2 - . 84 4 4 U 2 .34 9 0 .21 13 0 .37 3 L -1. 9 4 -0 . 023 2 - . 86 4 5 U 2 .34 9 0 .21 13 0 .25 3 L -1. 9 4 -0 . 023 2 - . 89 4 ---------------------------------------------------------------------------- 38 1 U 32 . 90 5 0 . 03 3 0 .25 3 L -2 .7 2 -0 . 104 4 - . 89 4 2 U 32 . 92 5 0 . 03 3 0 .19 3 L .e -2 . 7 2 -0 . 104 4 - .67 4 3 U 32 . 93 5 0 . 03 3 0 .13 3 L -2 . 7 2 -0 . 104 4 - .44 4 4 U 32 . 94 5 0 . 03 3 0_ 06 3 L -2 .7 2 -0 . 104 4 5 U 32 . 96 5 0 . 03 3 L -2 . 7 2 -0 . 104 4 0 ---------------------------------------------------------------------------- 39 1 U 3 . 56 3 0 . 06 11 0 . 00 1 L -17 . 7 5 0 . 031 3 0 RISA-2D (R) version 4 . 01 Diversified Engineering, Inc. Job 8026-1 12295 W. Colonial Drive Page: 40 ', Winter Garden, FL 34787-4129 Date: 5/12/98 �.\ File: JN8026-1 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K------------------K-ft------------------ 2 U 3 .56 3 0 . 01 11 -0 . 02 3 L -17 . 7 5 0 . 004 8 0 3 U 3 .56 3 -0 . 02 2 -0 . 01 8 L -17 . 7 5 -0 . 047 8 0 4 U 3 .56 3 -0 . 05 2 0 . 06 8 L -17 . 7 5 -0 . 098 8 0 5 U '3 .56 3 -0 . 07 2 0 . 18 8 L -17 . 7 5 -0 . 149 8 0 ------------------•---------------------------------------------------------= 40 1 U 2 . 84 3 0 . 18 4 0 . 18 8 L -7 . 9 5 , 0 . 085 2 0 2 U 2 . 84 3 0 . 09' 4 -0 . 02 3 L -7 . 9 5 0 . 042 2 0 3 U 2 . 84 3 0 . 01 4 -0 . 05 3 L -7 . 9 5 -0 . 002 2 - . 12 5 4 U 2 .84 3 -0 . 04 3 -0 . 02 3 L- -7 . 9 5 -0 . 079 11 0 5 U 2 . 84 3 -0 . 09 3 0 . 14 12 L -7 . 9 5 -0 . 161 11 0 ---------------------------------------=------------------------------------- 41 1 U 2 . 87 3 0 .14 12 0 . 14, 12 L -9 . 6 5 0 . 076 2 0 2 U 2 . 87 3 0 . 06 12 0 . 00 3 L -9 . 6 5 0 . 034 2 0 3 U 2 . 87 3 -0 . 01 3 -0 . 02 3 L -9 . 6 5 -0 . 023 5 0 4 U 2 . 87 3 -0 . 05 3 0 . 04 12 L -9 . 6 5 -0 .102 5 0 5 U 2 . 87 .3 -0 . 09 3 0 . 25 8 L -9 . 6 5 -0 . 181 5 . 13 2 ---------------------------------------------------------------------------- 42 1 U 2 .44 3 0 .22 4 0 .25 8 L -9 .1 4 0 . 111 2 . 13 2 2 U 2 .44 3 0 . 11 4 -0 . 04 3 L -9 .1 4 0 . 055 2 0 3 U 2 .44 3 0 . 00 4' -0 . 09 3 L v -9 .1 4 0 . 000 2 - .19 4 4 U 2 .44 3 -0 . 06 3 -0 . 04 3 L -9 .1 4 -0 . 104 11 0 5 U 2 .44 3 -0 .11 3 �.v. 0,-:23__ 13. L -9 .1 4 -0 .210 11 ------------------------------------------------ _ ----- ------_--= --�=--- 43 1 U 3 .15 3 0 . 17 11 0 . 23 13 L -16 . 2 4 0 . 092 3 . 13 2 2 U 3 . 15 3 0 . 09 11 0 . 04 13 L -16 . 2 4 0 . 050 3 0 RISA-2D (R) Version 4 ..01 Diversified Engineering, Inc. Job : .8026-1 12295 W. Colonial Drive Page: ' 41 Winter Garden, FL 34787-4129 Date: 5/12/98 File: JN8026-1 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/8L=5/20/75/50 NY CODE & ASCE 7-88 _______________< Envelope Section Forces. >========================= Section Memb Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 3 U 3 . 15 3 , 0 . 01 11 -0 . 02 3 L -16 .2 4 -0 . 006. 4 0 4 U 3 .15 3 -0 . 03 .2 0 . 01 8 L -16 .2 4 -0 . 074 4 0 5 U 3 .15 3 -0 . 07 , 2 0 . 18 4 L -16 .2 4 -0 .153 4 0 --------------=------------------------------------------------------------- 44 1 U 3 .50 3 0 .21 4 0 . 18 4 L -21 .2 4 0 . 08.4 3 .0 2 U 3 .50 3 0 .12 4 -0 . 02 3 L -21.2 4 0 . 040 3 0 3 U 3 . 50 3 0 . 04-A -0 . 05 3 L -21.2 4 -0 . 003 3 - .21 4 4 U 3 .50 3 -0 . 04 4 -0 . 01 3 L -21 .2 4 -0 . 071 13 - .21 4 5 U 3 .50 ' 3 -0 . 09 2 0 . 10 3 L -21 .2 4 -0 .154 13 0 ------------------------------------ ------------- ------------------------------- 45 1- U 3 . 72 3 0 .12 13 0 . 10 3 L -26 . 8 4 0 . 078 2 0 2 U 3 . 72 3 0 . 07 13 0 . 04 3 L -26 . 8 4 0 . 028 4 - . 14 4 3 U 3 . 72 3 0 . 03 3 0 . 00 3 L -26 . 8 4 -0 . 022 4 - . 14 4 4 U 3 . 72 3 0 . 00 3 -0 . 01 3 L -26 . 8 4 -0 . 073 4 0 5 U 3 . 72 3 -0 . 03 3 0 . 00 9 L -26 . 8 4 -0 . 124 4 0 -----------------------------=----------------------------------------------- 46 1 U -0 . 85 2 0 . 07 11 0 : 00 1 L -2 . 6 4 0 . 037 3 0 2 U 0:. 84 2 0 . 02 11 -0 . 02 8 L ' -2 . 6 4. -0 . 006 8 0 3 U 0 . 82 2 -0 . 01 2 0 . 01 8 L -2 . 7 4. -0 . 058' 8 0 4 U 0 . 81 2 -0 . 04 2 0 . 10 8 L e -2 . 7 4. -0 . 110 8 0 5 U 0 .79 2 -0 . 06 2 0 . 25 8 L -2 . 7 4 70 . 162 8 0 -`--------------------------------------------------------- ------------------- 47 1 U, 0 . 57 2 0 .18 4 L -,2 .-7 9 -0 . 527 2 0 j 2 U 0 .55 2 0 .12 4 0 . 08 8 L -2 . 7 9 0 . 023 2 0 3 U 0 . 53 2 0 :06 4 0 . 01 3 L -2 . 7 9 -0 . 007 2 0 RISA-2D (R), version 4 . 01 Diversified Engineering, 'Inc.. Job 8026-1 12295 W. .Colonial Drive Page: 42 1 Winter Garden, FL 34787-4129 Date: 5/12/98 1, File: JN8026-1 (2) 41 - -6-- GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/.SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K-------------------K------------------K-ft------------------ 4 'U 0 .52 2 0 . 01 4 0 . 02 3 L -2 . 8 9 -0 . 038 2 - .11 5, 5 U 0 .50 2 -0 . 05 4 0 . 07 3 L -2 .8 9 --0 . 091 11 0 ------------------------------------- --------------------------------------- . -48 1 U 10 . 60 5 0 . 09 1 0 . 07 3 L -1.5 3 -0 .517 3 0 2 U 10 .58 5 0 . 05 10 0 . 01 3 L -1.5 3 , 0 . 015 5 - .13 5 3 U 10 .55 5 0. 01 2 -0 . 01 3 L -1 .6 3 0 . 0,38 5 - . 11 5 4 U 10 .52 5 -0 . 02 2 0 . 00 3 L -1. 6 3 -0 . 092 5 0 - 5 U 10 .50 5 -0 . 05 2 0 . 10 5 L -1 . 6 3 -0 .145 5 0 - ----------------------------------------------------------------------------- 49 1 U 11 .36 4 0 . 17 5 0 .10 5 L -1 . 6 3 -0 .541 2 0 2 U 11 .33 4 0 .12 S 0 . 01 3 L -1 . 7 3 0 . 012 2 0 3 U 11 .31 4 0 . 07 5 0 . 01 3 L -1. 7 3 -0 . 015 2 - . 17 5 4 U 11 .28 4 0 . 01 '5 0 . 04 3 L„ -1 .7 3 -0 . 042 ,2 - .21 5 5 U 11 . 25 4 -0 . 04 5 0 . 10 3 L -1 . 7 3 -0 -089' 10 - .2 5 ------------------------------------ ---------------------------------------- 50 1 U 11 .22 4 0 . 02 1 0 . 10 3 L -1 . 9 3 -0 .522 13 - . 2 5 , 2 U - 11 .19 4 0 . 06 2 0 . 02 3 L -1 . 9 3 -0 . 104 5 - . 11 5 3 U 11 .174 0 . 03 2 0 . 05 4 L -1. 9 3 -0 . 159 5 0 4. U 11.14 4 0 . 00 2 0 .27 4 L -1. 9 3 -0 .214 5 0 5 U 11 :11 4 0 .26 2 0-.55 4` L e -2 3 -0 .268 '5 0 ----------------------------------------------------------_------------------ 51 1 U 13 . 74 4 0 .32 4 0 . 55 4 - L -2�. 1 3 -0 . 263 2 0 2 U. 13 . 77 4 0 .26 4 -- L -2 3 -0 . 004 2 0 ,`Y 3 U 13 . 80 4 0 . 21 4 -0 . 03 3 L -2 3 -0 . 035 2 0 4 U 13 . 83 4 0 . 15 4 0 . 03 2 L -2 3 -0 . 066 2 - . 2,8 4 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job 8026-1 12295 W. Colonial Drive Page: 43 - Winter Garden, FL 34787-4129 Date: 5/12/98 File: JN8026-1 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 ________________________< Envelope Section Forces Section Memb 4, Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 5 U 13 . 86 4 0 . 09 4 0 . 13 2 L -2 3 -0 . 098 . 2 - .42 4 ---------------------------------------------------------------------------- 52 1 U 13 . 93 4 0 . 04 1 0 .13 2 L -1 . 8 3 -0 .517 12 - .42 4 2 U 13 . 96 4 0 . 06 2 0 . 05 3 L -1 . 8 3 -0 . 084 4 - .35 4 3 U 13 . 99 4 0 . 03 2 0 . 01 3 L -1 . 8 3 -0 . 139 4 - .23 4 4 U 14 . 02 4 0 . 00 2 0 . 00 3 L -1 . 8 3 -0 .194 , 4 0 5 U 14 . 04 4 -0 . 03 2 0 .21 4 L -1 . 8 3 -0 .249 4 0 ---- ----------------------------------------------------------------------- 53 1 U 20 .56 4• 0 .13 5 0 .21 4 L -2 . 1 3 -0 .524 3 0 2 U 20 .59 4 0 . 08 5 0 .11 4 L -2 3 0 . 023 3 0 3 U 20 . 62 4 0 . 02 5 0 . 07 4 L -2 3 -0 . 010 3 0 4 U 20 . 65 4 -0 . 04 5 0 . 11 8 L -2 3 -0 . 068 12 0 5 U 20 . 68 4 -0 . 08 2 0 .22 8 L- -2 3 =0 .127 12 0 ---------------------------------------------------------------------------- 5�4 1 U 31 . 87 4 0 .59 4 0 . 22 8 L -2 . 5 3 -0 .548 3 0 . 2 U 31 . 90 4 0 .53 4 0 . 05 3 L -2 . 5 3 0 . 000 3 - .45 4 3 U 31 . 94 4 0 .47 4 0 . 07 3 L -2 .4 3 -0 . 033 3 -1 4 4 U 31 . 97 4 0 .41 4 `- 0 .13' 3 L -2 .4 3 -0 . 067 3 -1 .5 4 5 U 32 . 00 4 0 .35 4 0 .23 3 L -2 .4 3 -0 .100 3 -2 4 --------------------------------------- -------------------------------- 5:5 1 U 32 .37 4 -0 . 01 1 0 .23 3 L -2 . 2 3 -0 . 662 10 -2 4 2 U 32 .40 4 0 . 08 3 0 .12 3 L -2 . 2 3 -0 .411 4 -1 . 6 4 3 U 32 . 43 4 0 . 05 3 -.0'.,05__3. L -2 .2 3 -0 .466 4 4 U . 32 .46 4 0 . 02 3 0 . 01 3 - L -2 . 2. '3 -0 .520 4 - . 58 4 5 U 32 . 49 4 -0 . 01 3 0 . 00 6 L -2 . 2 3 -0 . 574 4 0 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc . Job 8026-1 12295 W. Colonial Drive Page: 44 Winter Garden, FL 34787-4129 Date: 5/12/98 File: JN8026-1 `-� (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 ________ Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ --------------------------- ------------------------------------------------- 56 1 U 3 . 87 5 0 . 00 1 0 . 00 1 L - .5 2 0 . 000 1 0 2 U 3 .87 5 0 . 00 1 0 . 00 1 L - .5 2 0 . 000 1 0 3 U 3 . 87 5 0 . 00 1 0 . 00 1 L - . 5 2 0 . 000 1 0 4 U 3 . 87 5 0 . 00 1 0 . 00 1 L - .5 2 0 . 000 1 0 5 U 3 . 87 5 0 . 00 1 - 0 . 00 1 L - .5 2 0 . 000 1 0 ---------------------------------------------------------------------------- 57 1 U 15 . 62 5 0 . 01 1 0 . 00 1 L -1 . 8 2 0 . 009 1 0 2 U 15 .61 5 0 . 00 1 -0 . 01 1 L -1. 8 2 0 . 004 1 0 3 U 15 . 61 5 0 . 00 1 -0 . 01 1 f' L 71. 8 2 0 . 000 1 0 4 U 15 . 60 5 0 . 00 1 -0 . 01 1 L -1 . 8 2 -0 . 004 1 0 5 U 15 . 60 5 -0 . 01 1 0 . 00 1 L -1 . 8 2 -0 . 009 1 0 ---------------------------------------------------------------------------- 58 1 U -0 .17 2 0 . 00 1 0 . 0.0 1 L -3 .4 4 0 . 002 1 0 2 U 0 .17 2 0 . 00 1 0 . 0.0 1 L -3 .4 4 0 . 001 1 0 3 U 0 .17 2 0 . 00 1 0 . 00 1 . L -3 . 4 4 0 . 000 1 0 4 U .0 .17 2 0 . 00 1 0 . 00 1 L -3 . 4 4 -0 . 001 1 0 5 U 0 . 17 2 0 . 0011 0 . 00 1 L -3 .4 4 -0 . 002 1 0 ------------------------ --------------------------------------------------- 5.9 1 U 2 . 83 4 0 . 0011 0 . 00 1 L - .33 2 0 . 002 1 0 2 U 2 . 83 4 0 . 00 1 0 . 00 1 L - .33 2 0 . 001 1 0 3 U 2 . 83 4 0 . 00 1 0 . 00 1 L - .34 2 0 . 000 1 0 4 U 2 . 82 4 0 . 00 1 0 0 0- 1 -_ L - . 34 2 -0 . 001 1 0 5 U 2 . 82 4 0 . 00 1 ,0 A0 1 ' L - .34 2 -0 . 002 1 0 ----------------------------------------------------------------------------- RISA-2D (R) version 4 . 01 Diversified Engineering, 'Inc. Job 8026-1 12295 W. Colonial Drive Page: 45 Winter Garden, FL 34787-4129 Date: 5/12/98 File: JN8026-1 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces Section Memb 4 Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 60 1 U 0 . 80 5 0 . 00 1 0 . 00 1 L - . 63 8 0 . 004 1 0 2 U 0 .80 5 0 . 00 1 -0 . 01 1 L - . 62 8 0 . 002 1 0 3 U 0 . 80 5 0 . 00 1 -0 . 01 1 L - .62 8 0 . 000 1 0 4 U 0 . 80 5 0 . 00 1 -0 . 01 1 L - . 62 8 -0 . 002 1 0 5 U 0 .81 5 0 . 00 1 0 . 00 1 L - . 62 8 -0 . 004 1 0 ----=----------------------------------------------------------------------- 61 1 U 0 .60 3 0 . 00 1 0 . 00 1 L -2,.7- 5 0 . 003 1 0 2 U 0 . 60 3 0 . 00 1 -0 . 01 1 L -2 .7 5 0 . 002 1 0 3 U 0 . 60 3 0 . 00 1 -0 . 01 1 L -2 .7 5 0 . 000 1 0 4 U 0 .59 3 0 : 00 1 -0 . 01 1 L -2 . 7 5 -0 . 002 1 0 5 U 0 .59 3 : 0 . 00 1 0 . 00 1 L -2 .7 5 -0 . 003 1 0 ----------------------------------------------------------------------------- 62 1 U 1 .46 4 0 . 00 1 0 . 00 1 L - .46 3 0 . 000 1 0 2 U 1 .45 4 0 . 00 1 0 . 00 1 L - .47 3 0 . 000 1 0 3 U 1 .45 4 0 . 00 1 , 0 . 00 1 L - .47 3 0 . 000 1 0 4 U 1 .45 4 0 . 00 1 0 . 00 1 L - .47 3 0 . 000 1 0 5 U 1 .44 4 0 . 00 . 1 0 . 00 1 L - .48 3 0 . 000 1 0 ---------------------------------------------------------------------------- 63 1 U 0 .85 3 0 . 00 1 0 . 00 1 L -8 . 2 4 0 . 003 1 0 2 U 0 . 85 3 0 . 00 1 -0 . 01 1 L -8 . 2 4 0 . 002 1 0 3 U 0 . 86 3 0 . 00 1 -0 . 01 1 L -8 . 2 4 0 . 000 1 0 4 U 0 . 86 3 0 . 00 1 -0 . 01 1 L -8 .2 4 -0 . 002 1 0 5 U 0 . 87 3 0 . 00 1 L -8 . 2 4 -0 . 003 1 0 ----,------------------------------------------------------------------------ 64 1 U 1 .35 5 0 . 00 1 0 . 00 1 L - .43 3 0 . 000 1 0 RISA-2D (R) version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 46 Winter Garden, FL 34787-4129 Date: 5/12/98 File: JN8026-1 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 2 U 1 .35 5 0 . 00 1 0 . 00 1 L - .44 3 0 . 000 1 0 3 U 1 .35 5 0 . 00 1 0 . 00 1 L - .44 3 0 . 000 1 0 4 U 1.34 5 0 . 00 1 0 . 00 1 L - .44 3 0 . 000 1 0 5 U 1 .34 5 0 . 00 1 0 . 00 1 L - .45 3 0 . 000 1 0 ---------------------------------------------------------------------------- 65 1 U 7 .55 4 0 . 01 1 0 . 00 1 L - .7 3 0 . 009 1 0 2 U 7 .54 4 0 . 00 1 -0 . 01 1 L - .71 3 0 . 005 1 0 3 U 7 .54 4 0 . 00 1 -0 . 02 1 L - . 72 3 0 . 000 1 0 4 U 7 .53 4 0 . 00 1 -0 . 01 1 L - .72 3 -0 . 005 1 0 5 U 7 .52 4 -0 . 01 1 0 . 00 1 L - .73 3 -0 . 009 1 0 --------------------------------------7------------------------------------- 66 1 U 0 .33 3 0 . 00 1 0 . 00 1 L -6 . 6 4 0 . 002 1 0 2 U 0 .33 3 0 . 00 1 0 . 00 1 L -6 .5 4 0 . 001 1 0 3 U 0 .33 3 0 . 00 1 0 . 00 1 L -6 .5 4 0 . 000 1 0 4 U 0 .33 3 0 . 00 1 0 . 00 1 L -6 .5 4 -0 . 001 1 0 5 U 0 .34 3 0 . 00 1 0 . 00 1 L -6 .5 4 -0 . 002 1 0 ---------------------------------------------------------------------------- 67 1 U 6 . 70 4 0 . 00 1 0 . 00 1 L - . 55 3 0 . 002 1 0 2 U 6 . 70 4 0 . 00 1 0 . 00 1 i L - .55 3 0 . 001 1 0 3 U 6 .69 4 0 . 00 1 0 . 00 1 L - .55 3 0 . 000 1 0 4 U 6 . 69 4 0 . 00 1 0 . 00 1 L - .55 3 -0 . 001 1 0 5 U 6 .69 4 0 . 00 1 0 . 00 1 L - .55 3 -0 . 002 1 0 ------------------------------------------------------- -=---- 68 1 U 0 .54 3 0 . 00 1 _ 0 . 00 1 L -9 . 7 4 0 . 003 1 0 2 U 0 .54 3 0 . 00 1 0 . 00 1 L -9 . 7 4 0 . 002 1 0 RISA-2D (R) version 4 . 01 Diversified Engineering, Inc. Job 8026-1 12295 W. Colonial Drive Page: 47 Winter Garden, FL 34787-4129 Date: 5/12/98 File: JN8026-1 ` (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 3 U 0 .55 3 0 . 00 1 0 . 00 1 L -9 . 7 4 0 . 000 1 0 4 U 0 .55 3 0 . 00 1 0 . 00 1 L -9 .7 4 -0 . 002 1 0 5 U 0 .55 3 0 . 00 1 0 . 00 1 L -9 .7 4 -0 . 003 1 0 ---------------------------------------------------------------------------- 69 1 U 5 . 91 4 0 . 00 1 0 . 00 1 L - .46 2 0 . 000 1 0 2 U 5 . 91 4 0 . 00 1 0 . 00 1 L - .46 2 0 . 000 1 • 0 3 U 5 . 90 4 0 . 00 1 0 . 00 1 L - .46 2 0 . 000 1 0 4 U 5 . 90 4 0 . 00 1 0 . 00 1 L - .47 2 0 . 000 1 0 5 U 5 . 90 4 0 . 00 1 0 . 00 1 L - .47 2 0 . 00.0 1 0 --------------------=------------------------------------------------------- 70 1 U 8 . 84 8 1 . 69 3 0 . 00 1 L - .27 2 13 .415 4 0 2 U 8 . 84 8 1 . 68 3 2 . 45 4 L - .27 2 -13 . 426 4 - . 31 3 3 U 8 . 85 8 1 . 68 3 4 . 89 4 L - .26 2 -13 . 437 4 - . 61 3 4 U 8 . 85 8 1 . 67 3 7 .34 4 L - .26 2 -13 . 447 4 - . 92 3 5 U 8 . 86 8 1 . 95 3 9 . 80 4 L. - .26 2 13 . 458 4 -1. 2 3 ---------------------------------------------------------------------------- 71 1 U 23 . 97 4 1 . 71 4 9 . 80 4 L -1 .2 3 -0 .232 3 -1 .2 3 2 U: 23 . 99 4 1 . 71 4 8 .46 4 L -1.2 3 -0 .232 3 -1 3 3 U 24 . 00 4 1 . 71 4 7 . 12 4 L -1.2 3 -0 .232 3 - . 86 3 4 U 24 . 01 4 1 .71 4 5 .78 4 L -1 .2 3 -0 .232 3 - . 68 3 5 U 24 . 02 4 1 . 71 4 4 .45 4 L -1.2 3 -0 .232 3 - . 5 3 ---------------------------------------------------------------------------- 72 1 U 23 . 11 4 0 . 52 4 4':.: 5-- 4. - - L -1 3 -0 . 0 5 9 3 = :-;.3- _ - 2 U 23 . 14 4 0 .52 4 3 .33 4 L - . 99 3 -0 . 059 3 - . 38 3 3 U 23 . 17 4 0 . 52 4 2 .22 4 L - . 96 3 -0 . 059 3 - .25 3 RISA-2D (R) version 4 . 01 Diversified Engineering, Inc . Job : 8026-1 12295 W. Colonial Drive Page: 48 Winter Garden, FL 34787-4129 Date: 5/12/98 ` File: JN8026-1 ' (2) 41 - -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 4 U 23 .21 4 0 .52 4 1. 11 4 L - . 92 3 -0 . 059 3 - . 13 3 5 U 23 .24 4 0 .52 4 0 . 00 7 L - . 89 3 -0 . 059 3 0 ---------------------------------------------------------------------------- 73 1 U 0 .22 2 0 . 00 1 0 . 00 1 L - . 62 5 0 . 005 1 0 2 U 0 .22 2 0 . 00 1 -0 . 01 1 L - . 62 5 0 . 002 1 0 3 U 0 .22 2 0 . 00 1 -0 . 01 1 L - . 62 5 0 . 000 1 0 4 U 0 . 21 2 0 . 00 1 -0 . 01 1 L - . 63 5 -0 . 002 1 0 5 U 0 .21 2 0 . 00 1 0 . 00 1 L - . 63 5 -0 . 005 1 0 ---------------------------------------------------------------------------- 74 1 U 25 .34 5 0 . 01 1 0 . 00 1 L -2 .7 2 0 . 011 1 0 _ 2 U 25 .34 5 0 . 01 1 -0 . 01 1 L -2 . 7 2 0 . 005 1 0 3 U 25 .34 5 0 . 00 1 -0 . 01 1 L -2 . 6 2 0 . 000 1 0 4 U 25 . 35 5 -0 . 01 1 -0 . 01 1 L -2 . 6 2 -0 . 005 1 0 5 U 25 .35 5 -0 . 01 1 0 . 00 1 L -2 . 6 2 -0 . 011 1 0 ---------------------------------------------------------------------------- 75 1 U 25 . 62 5 0 . 01 1 0 . 00 1 L -2 . 7 2 0 . 011 1 0 2 U 25 . 61 5 0 . 01 1 -0 . 01 1 L -2 . 7 2 0 . 005 1 0 3 U 25 . 61 5 0 . 00 1 -0 . 01 1 L -2 . 7 2 0 . 000 1 0 4 U 25 . 60 5 -0 . 01 1 -0 . 01 1 L -2 . 7 2 -0 . 005 1 0 5 U 25 . 60 5 -0 . 01 1 0 . 00 1 L -2 . 7 2 -0 . 011 1 0 ---------------------------------------------------------------------------- 76 1 U 0 .21 3 0 . 00 1 0 . 00 1 L -1 . 5 4 0 . 005 1 0 2 U 0 .22 3 0 . 00 1 L -1. 5 4 0 . 002 1 0Y --- 3 U 0 . 22 3 0 . 00 1 Y-0 . 0i 1 T L -1 . 5 4 0 . 000 1 0 4 U 0 . 22 3 0 . 00 1 -0 . 01 1 L -1 . 5 4 -0 . 002 1 0 . RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job ': 8026-1 12295 W. Colonial Drive Page: 50 Winter Garden, FL 34787-4129 Date: 5/12/98 File: JN8026-1 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 ___________________< Envelope RISC Unity Checks Unity Loc Shear Loc ASD Memb Chk lc Chk lc Fa Fb Cb Cm Eqn. -------------------------------------Ksi--------Ksi--------------------------- 39 0 .714 5 5 0 . 017 5 4 30 . 12 38 . 94 1. 00 1 . 00 H2-1 40 0 .390 1 ' 5. 0 . 021 1 4 25 . 04 35 .40 1 . 00 0 . 85 H2-1 41 0 .497 5 5 0 . 021 5 5 25 . 62 35 .40 1. 00 0 . 85 H2-1 42 0 .481 1 4 0 . 025 1 . 4 20 .58 35 .40 1 . 00 0 . 85 H2-1 43 0 .701 1 4 0 . 020 1 1 25 . 62 35 .40 1 . 00 0 ..85 H2-1 44 0 . 872 4 4 '' '0 . 024 1 -4 25 . 04 35 .40 1 . 00 0 . 85 H2-1 45 1 . 007 3 4 0 . 014 5 4 30 .12 38 . 94 1 . 00 1 . 00 H2-1 46 0 .189 5 4 0 . 024 5 4 25 . 80 30 . 00 1, 00 1. 00 H2-1 47 0 .188 1 4 0 :059 1 2 25 .39 30 . 00 1 . 00 0 . 85 H2-1 48 0 . 690 2 5 0 . 058 1 3 23 .44 30 . 06 1. 00 0 . 85 H1-1 49 0 .775 4 4 0 . 061 1 2 23 . 18 30 . 00 1.00 0 . 85 H1-1 -50 0 . 922 5 4 0 . 059 .1 13 23 . 12 30 . 00 1. 00 6 . 85 H1-1 51 0 .616 1 4 0 . 048 1 4 25 . 05 30 . 00 - 1. 00 - 0 . 85 H1-1 52 0 .560 1 4 0 . 058 1 12 25 . 18 30 . 00 1 . 00 0 . 85 H1-1 53 0 .395 5 4 0 . 018. 1 3 25 . 81 , 30 . 00 1 . 00 0 . 85 Hl-1 54 0 . 892 5 4 0 . 027 1 4 25 . 69 33 . 00 1. 00 0 . 85 H1-1 55 0 . 943 1 4 0 . 026 5 4 26 . 17 33 . 00 1. 00 1. 00 H1-1 56 0 .2,84 1 5 0 . 000 1 1 27 . 10 30 . 00 1 . 00 1 . 00 H1-1 57 0 .826 3 5 0 . 001 1 1 15 . 49 30 . 00 1. 00 1. 00 H1-1 58 - 0 .229 3 4 0 . 000 1 1 20 . 37 30 . 00 1 . 00 1. 00 H2-1 59 0 .384 3 4 0 . 000 1 1 14 . 83 30 . 00 1 . 00 1 . 00 H1-1 6.0 0 .149 3 5 -0 . 001 1 1 11 .38 30 . 00 1. 00 1. 00 H1-3 61 0 .192 3 5 0 . 001 1' 1 5 . 2.4 30 . 00 1. 00 1. 00 H2-1 62 0 .307 1 4 0 . 000 1 1 9 .42 30 . 00 1 . 00 1 . 00 H1-1 ' 63 0 .556 3 4 0 . 001 1 1 5 . 24 30 .-00 1 . 00 1. 00 H2-1 64 0 .285 1 5 0 . 000 1 1 9 . 42 30 . 00 1 . 00 1 . 00 H1-1 65 0 . 646 3 4 0 . 001 1 1 9 . 58 30 . 00 1. 00 1. 00 H1-1 66 0 .437 3 4 0 . 000 1 1 14 . 83. 30 . 00 1. 00 1. 00 H2-1 67 -. 0 -659 3 4 0 . 000 1 1 20 . 37 30 . 00 1. 00 1. 00 H1-1 68 0 . 646 3 - 4 0 . 001 1 1 17 .24 30 . 00 1. 00 1. 00 H2-1 69 0 .433 1 4 0 . 000 1 1 27 . 10 � 30 . 00 1 . 00 1 . 00 H1-1 70 0 .546 .5 4 0 .269 5 4 29 . 76 33 . 00 1. 00 0 . 85 H1-2 ' 71 1. 007 1 4 0 . 045 1 4 26 . 10 30 .36 1. 00 0 .78 H1-2 72 0 .559 1 4 0 . 014 1 4 21 . 95 30 .36 1. 00 0 . 60 H1-2 73 0 . 039 3 5 0 . 001 1 1 17 . 61 33 . 00 1. 00 1 . 00 H2-1 .7.4 0 . 989 3 5 -0 . 001 1 1 18 . 68 30 . 00 1. 00 1 . 00 H1-1 7;5 0 . 999 3 5 � 0 . 001 1 1 18 . 68 30 . 00 1. 00 1 . 00 H1-1 76 0 . 085 3 4 0 . 001 1 1 17 . 61 33 . 00 1 . 00 1. 00 H2-1 (2)41'-6"GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LLIWL/SL=5j20j75150 NY CODE&ASCE 7-88 15 rs 17 �9 10 2� 22 3 23 iZLx i RISA-2D- (R) version 4 . 01 Diversified Engineering, Inc: Job 8026-1 12295 W. Colonial Drive Page: 52 --.,,,Winter Garden, FL 34787-4129 Date: 5/13/98 File: JN8026-2 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . US Standard Steel Code. . . . . . . . . . . . . . . . . . : . . . . . AISC 9th Edition ASD Allowable Stress Increase Factor. . 1 .333 'Include ' Shear Deformation. . . . . . . . . No No. of Sections for Member Calcs . . 5 Do Redesign. . . . . . . . . . . . . . . . . . . . . . . No P-Delta Analysis Tolerance. . . . . . . . 0 :500-. Joint Coordinates Joint X Y Joint , No Coordinate Coordinate Temperature ------------------ft------------ft------------OF--- ----------------------- 1 41.500 11 . 670 0 : 00 2 41 .500 8 .550 0 . 00 3 41 .500 0 ._000 0 . 00 4 42 .150 12 . 000 0 . 00 5 46 . 000 12 . 000 0 . 00 6 52'.250 12 . 000 0 . 00 7 58 .250 12 . 000 0 . 00 8 66 .250 12 . 000 0 . 00 9 72 .250 12 . 000 0 . 00 : 10 78 .500- 12 . 000 0 . 00 11 ' 45 . 920 14 . 000- 0 . 00 12 50 . 000 16 .250 0 . 00 13 54 . 080 . 18 .290 0 .100 14 58 . 080 . 20 :290 0 . 00 15 62 .250 22 .380 0 . 00 16 66 .420 20 .290 0 . 00 . 17 70 .420 18 .290 0 . 00 18 74 .500 16 .250 0 . 00 19 78 .580 14 . 000 0 . 00 . 20 82 .350 12 . 000 0 . 00 21 83 . 000 11 . 670 0 . 00 22 83 . 000 8 .550 0 . 00 23 83 . 000 0 . 000 0 . 00 ---=----------------------< Boundary Conditions >-_----__-----_------------- Joint +=---- Translation -----+ No X Y Rotation ------------K/in-.!------K/in------K-ft/rad---------.-------------------------- 3 Reaction Reaction 21 Reaction 23 Reaction Reaction �i RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job 8026-1 12295 W. Colonial Drive Page: 53 Winter Garden, FL 34787-4129 Date: 5/13/98 1 File: JN8026-2 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Materials (General) Material Young s Shear Poisson' s Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress -------------Ksi----------Ksi----------------10^5°F----K/ft3-------Ksi------ COL 29000 . 00 0 .3000 0 . 65000 0 .490 50 . 00 COL2 29000 . 00 11154 . 00 0 .3000 0 . 65000 0 .490 46 . 00 BOTCH 29000 . 00 0 .3000 0 .65000 0 .490 59 . 00 TOPCH 29000 . 00 0 .3000 0 . 65000 0 .490 50 . 00 WEB 29000 . 00 0 .3000 0 . 65000 0 . 490 50 . 00 BRACKT 29000 . 00 0 .3000 0 . 65000 0 .490 50 . 00 BRACE 29000 . 00 0 .3000 0 . 65000 0 . 490 50 . 00 Sections Section Database Material As As I I T Label Shape Label Area 0, 2 1, 3 1, 3 0, 2 C ------------------------------in-2----------------in^4----------in"4-------- COL TU4X4X3 COL 2 . 77 1 .2 1 .2 6 .59 6 .59 COL2; TU4X4X5 COL2 4 .36 1 . 2 1 .2 9 . 58 9.58 BOTCH TS2X2X109 BOTCH 8 .24e-1 1 . 2 1 .2 4 . 93e-1 4 . 93e-1 TOPCH HAT4X060 TOPCH 7 .13e-1 1 .2 1 . 2 8 . 68e-1 1.51 TOPCH2 HAT4X16-TS2X12TOPCH 1 .48 1 . 2 1 .2 1.31 2 .32 } TOPCH3 HAT4X060-MOD TOPCH 2 . 24 1 . 2 1 . 2 1 . 76 3 . 93 " WEB TS2X2X065 WEB 5 . 03e-1 1 . 2 1 .2 3 . 14e-1 3 . 14e-1 WEB2 TS2X2X109 WEB 8 .24e-1 1 . 2 1 . 2 4 . 93e-1 4 . 93e-1 BRACKT TU6X4X4 BRACKT 4 .59 1 .2 1 .2 11 . 70 22 . 10 BRACE TS2X2X065 BRACE 5 . 03e-1 1 .2 1 . 2 3 .14e-1 3 .14e-1 Members Memb Joints Rotate Section Releases Offsets Inactive? No.: I J 900 Set I :AVM J:AVM I-End J-End Label y Length ---------------------------------------------in-------in---------------ft---- 1. 1 4 BRACKT 0 .73 2 1 2 COL 3 .12 3' 2 3 COL 8 .55 4 4 5 BOTCH PIN 3 . 85 5 5 6 BOTCH 6 .25 6 6 7 BOTCH 6 . 00 7 7 8 BOTCH 8 . 00 8 8 9 BOTCH 6 . 00 9; 9 10 BOTCH 6 .25 10 10 20 BOTCH PIN 3 . 85 11 4 11 TOPCH2 PIN 4 .27 12 11 12 TOPCH2 4 . 66 13 12 13 TOPCH2 4 .56 14 13 14 TOPCH2 - 4 .47 15 14 15 TOPCH2 ---- - - ` 4 . 66 16 15 16 TOPCH2 �4 . 66 17 16 17 TOPCH2 4 .47 18 17 18 TOPCH3 4 .56 19 18 19 TOPCH3 4 . 66 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page : 54 ,--, Winter Garden, FL 34787-4129 Date: 5/13/98 File: JN8026-2 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I-End J-End Label y Length ---------------------------------------------in-------in---------------ft---- 20 19 20 TOPCH3 PIN 4.27 21 5 11 WEB PIN PIN 2 . 00 22 5 12 WEB PIN PIN 5 . 84 23 12 6 WEB PIN PIN 4 .81 24 6 13 WEB PIN PIN 6 .55 25 13 7 WEB PIN PIN 7 .55 26 7 15 WEB PIN PIN 11 . 12 27 7 14 WEB PIN PIN 8 .29 28 15 8 WEB PIN PIN 11.12 29 : 8 16 WEB PIN PIN 8 .29 . 30 8 17 WEB2 ,�- PIN PIN 7 .55 31 ' 17 9 WEB /(V/ PIN PIN 6 .55 32 . 9 18 WEB PIN PIN 4 .81 33 � 18 10 WEB `Y° PIN PIN 5 . 84 34: 10 19 WEB SPIN PIN 2 . 00 35 20 21 BRACKT 0 .73 36 21 22 COL2 3 . 12 37. 22 23 COL2 8 .55 38 2 5 BRACE PIN PIN 5 . 67 39 10 22 BRACE ' PIN PIN 5 . 6.7 AISC,NDS Parameters Section Length Lb-out Lb-in Lcomp K K Cm Cb,B Sway Member Set le-out le-in le-bend out in CH o i ---------------ft------ft------ft------ft----------------------------------- 1 BRACKT 0 . 73 0 . 65 0 . 65 2 COL 3 . 12 0 . 80 0 . 80 3 COL 8 . 55 0 . 80 0 . 80 4 BOTCH 3 . 85 0 . 65 0 . 65 5 BOTCH 6 .25 0 . 65 0 . 65 6 BOTCH 6 . 00 0 . 65 0 . 65 7 BOTCH 8,. 00 0 . 65 0 . 65 8 BOTCH 6 . 00 0 .65 0 . 65 9 BOTCH 6 .25 0 .65 0 . 65 10 BOTCH 3 . 85 0 . 65 0 . 65 1.1 TOPCH2 4 .27 0 .65 0 . 65 12 TOPCH2 4 . 66 ' 0 .65 0 . 65 13 TOPCH2 4 .756 0 . 65 0 . 65 14 TOPCH2 4 .47 0 . 65 0 . 65 15 TOPCH2 4 . 66 0 .65 0 . 65 16 TOPCH2 4 . 66 0 . 65 0 . 65,.•�'' - 17 TOPCH2 4 .47 0 . 65 0 . 65".'7. - 18 TOPCH3 4 . 56 0 . 65 0 . 65'_ 19 TOPCH3 4 . 66 0 . 65 0 . 65 20 TOPCH3 4 .27 0 . 65 0 . 65 21 WEB 2 . 00 1 . 00 1 . 00 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 55 Winter Garden, FL 34787-4129 Date: 5/13/98 File: JN8026-2 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 AISC,NDS Parameters Section Length Lb-out Lb-in Lcomp K K Cm Cb,B Sway Member Set le-out le-in le-bend out in CH o i ---- -----------ft------ft------ft------ft----------------------------------- 22 WEB 5 . 84 1. 00 1 . 00 23 WEB 4 . 81 1. 00 1 . 00 24 WEB 6 .55 1 . 00 1 . 00 25 WEB 7 .55 1 . 00 1 . 00 26 WEB 11 .12 1 . 00 1 . 00 27 WEB 8 .29 1 . 00 1 . 00 28 WEB 11. 12 1 . 00 1. 00 29 WEB 8 .29 1. 00 1. 00 30 WEB2 7 .55 1. 00 1 . 00 31. WEB 6 .55 1 . 00 1. 00 32 WEB 4 . 81 1 . 00 1 . 00 33 WEB 5 . 84 1. 00 1. 00 34 WEB 2 . 00 1. 00 1. 00 35 BRACKT 0 . 73 0 . 65 0 . 65 36 COL2 3 . 12 0 . 80 0 . 80 37 C0L2 8 .55 0 . 80 0 . 80 38 BRACE 5 . 67 1 . 00 1 . 00 39 BRACE 5 . 67 1 . 00 1 . 00 Basic Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. ---------------------------------------------------------------------------- 1 TRUSS LIVE LOAD 11 2 WIND LOAD #1 12 3 WIND LOAD ##2 12 4 SNOW LOAD #1 11 5 SNOW LOAD #2 11 6 DEAD LOAD 19 Joint Loads/Enforced Displacements, BLC 1 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ------------------------------------------------------K, K-ft, in, rad--------- ;1 L Y -0 .415 1:1 L Y -0 . 830 12 L Y -0 .830 1`3 L Y -0 .830 L Y -0 . 830 15 L Y -0 . 830 16 L Y y =.0=:830 _ 17 L Y 18 L Y 0 . 830 19 L Y -0 : 830 21 L Y -0 .415 RISA-2D (R) Version' 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 56 Winter Garden, FL 34787-4129 Date: 5/13/98 File: JN8026-2 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Member Point Loads, BLC 2 Joints Member I J Direction Magnitude Location -------------------------------------K,K-ft-----------ft or o--------------- 1 1 4 y 0 .290 0 . 000 12 11 12 y ' 0 .581 0 . 000 13 12 13 y 0 .581 0 . 000 14 13 14 y 0 .581 0 . 000 15 14 15 y 0.581 0 . 000 15 14 15 y 0 .290 4 . 660 16 15 16 y 0 .290 0 . 000 17 16 17 y 0 .581 0 . 000 18 17 18 y 0 .581 0 . 000 19 18 19 y 0 .581 0 . 000 20 19 20 y 0 .581 0 . 000 35 20 21 y 0 .290 0 . 720 Member Point Loads, BLt 3 Joints Member I I J Direction Magnitude Location -------------------------------------K, K-ft-----------ft or 0i--------------- 1 1 4 y -0 .104 0 . 000 12 11 12 y -0 .208 0 . 000 13 12 13 y -0 .208 0 . 000 14 13 14 y -0 .208 0 . 000 15 14 . 15 y -0 .208 0 . 000 15 14 15 y -0 . 104 4 . 660 16 15. 16 y 0 .290 0 . 000 17 16 17 y 0 .581 0 . 000 18 17 18 _ y 0 .581 0 . 000 19 18 19 y 0 . 581 0 . 000 20 19 20 y 0 .581 0 . 000 35 20 21 y 0 .290 0 . 720 Joint Loads/Enforced Displacements, BLC 4 Joint Is this a Load or Direction - Number a Displacement? (X,Y,Mz) Magnitude ------------------------------------------------------K, K-ft, in, rad--------- 1 L Y -0 . 730 11 L Y -1.453 12 L Y -1.453 13 L Y -1. 453 14 L Y -1 .453 15 L Y -1.453 1.6 L Y _ 1. 090 17 L Y - 18 L Y -4: 0rt1- 19 L Y -6 .240 21 L Y -4 . 040 RISA-2D (R) version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 57 " Winter Garden, FL 34787-4129 Date: 5/13/98 File: JN8026-2 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Joint Loads/Enforced Displacements, BLC 5 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ------------------------------------------------------K,K-ft, in, rad--------- 1 L Y -1.453 11 L Y -1 .453 12 L y -1.453 13 L • Y -1.453 14 L - Y -1 .453 15 L Y -0 . 730 16 L Y -1.456 17 L Y -2 .180 18 L Y -2 . 910 19 L Y -3 .630 21 L Y -2 .180 Member Distributed Loads, BLC 6 Joints Load Pattern Pattern Member I ;J Label Multiplier ----------------------------------------------------------------------------- 1 1 4 UNIFORM 0 . 0500 11 4 11 UNIFORM 0 . 0500 12 11 12 UNIFORM 0 . 0500 13 12 13 UNIFORM 0 . 0500 14 13 14 UNIFORM 0 . 0500 15 14 15 UNIFORM 0 . 0500 16 15 16 UNIFORM 0. 0500 17 16 17 UNIFORM 0 . 0500 18 17 18 UNIFORM 0 . 0500 19 18 19 UNIFORM 0 . 0500 20 19 20 UNIFORM 0 . 0500 35 20 21 UNIFORM 0 . 0500 4 4 5 UNIFORM 0 . 0500 5 5 6 UNIFORM 0 . 0500 6 6 7 UNIFORM 0 . 0500 7 7 8 UNIFORM 0 . 0500 8 8 9 UNIFORM 0 . 0500 9 9 10 UNIFORM 0 . 0500 10 10 20 UNIFORM 0 . 0500 ---=--------------�_------_-_< Load Patterns >------------__-------------=-_ ----------------- ------ - ------------ ---------------- Pattern Magnitudes Locations Label Dir Start End Start End -------------------K/ft, F----------K/ft, F-----------ft or o-------ft or o--- UNIFORM Y -1. 000 -1 . 000 •-: .::Q00•__- 0 . 000 GLOXUNI X 1. 000 1 . 000 '". 1:_Qo.u"-`=_= .:r-^--0;-000 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page : 58 Winter Garden, FL 34787-4129 Date: 5/13/98 File: JN8026-2 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 DL+ROOF LL 6 1 1 1 Y -1 y 2 DL, + WL #1 6 .5 2 1 Y -1 y y 3 DL + WL #2 6 .5 3 1 Y -1 y y 4 DL+SL#1 6 1 4 1 Y -1 y 5 DL+SL#2 6 1 5 1 Y -1 y 6 DL+1/2WL#1+SL#1 6 1 2 .5 4 1 Y -1 y y 7 DL+1/2WL#1+SL##2 6 1 2 .5 5 l Y -1 y y 8 DL+1/2WL#2+SL#1 6 1 .3 .5 4 1 Y -1 y y 9 DL+1/2WL#2+SL#2 6 1 3 .5 5 1 Y -1 y y 10 DL+WL#1+1/2SL#1 6 1 2 1 4 .5 Y -1 y y 11 DL+WL##1+1/2SL#2 6 1 2 1 5 .5 Y -1 y y 12 DL+WL##2+1/2SL#1 6 1 3 1 4 .5 Y -1 y y 13 DL+WL##2+1/2SL##2 6 1 3 1 5 .5 Y -1 y y Envelope Displacements Joint +---------- Translation ----------+ X lc , Y lc Rotation lc ------------in----------------in---------------rad-------------------------- ` - lU 0 . 035 2 0 . 002 2 0 . 00139 2 L -0 .486 4 -0 . 019 4 -0 . 01409 4 2U 0 . 064 2 0 . 001 2 0 . 00024 2 L -0. 761 4 -0 . 014 4 -0 . 00153 8 3U . 0 . 000 2 0 . 000 2 0. 01188 4 L 0 . 000 4 0 . 000 4 -0 . 00105 2 4U 0 . 029 2 0 . 013 2 0 . 00144 2 L -0 .429 4 -0 .132 4 -0 . 01463 4 5U 0 . 026 2 0 . 051 2 0 . 00024 2 L -0 .394 4 -0 .490 4 -0 . 00649 4 6U 0 . 021\, 2 0 . 068 2 0 . 00050 3 L -0.343 4 -0.688 4 -0 . 00033 4 7U 0. 018 2 0 . 071 2 -0-. 00055 3 L -0 .298 4 -0 .755 4 -0 . 00250 4 8U 0 . 016 2 0 . 068 2 0 . 00199 13 L -0 .252 4 -0 . 815 4 0 . 00077 2 9U 0 . 012 2 0 . 062 2 -0 . 00011 1 L -0 . 197 4 -0 . 801 4 -0 . 00078 10 l0U 0 . 00,8 2 0 . 043 2 0 . 00784 4 L -0 . 124 4 -0. 635 4 -0 . 00018 2 11U 0 . 017 3 0 . 051 2 0 . 00055 2 L -0 .270 4 -0 .488 4 -0 . 00519 4 12U 0 . 015 3 0 . 064 2 0 . 00014: - L -0 .222 4 -0 . 633 4 -0 . 00148-:4 13U 0 . 011 3 0 . 070 2 0 . 00014 '2 � L -0 .205 4 -0 . 117 4 -0 . 00148 4 14U 0 . 010 2 0 . 073 2 0 . 00083 9 L -0 .203 4 -0 . 763 4 -0 . 00019 2 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 59 Winter Garden, FL 34787-4129 Date: 5/13/98 File : JN8026-2 -- (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Displacements Joint +---------- Translation ----------+ X lc Y lc Rotation lc ------------in----------------in---------------rad-------------------------- 15U 0 . 019 2 0 . 062 2 0 . 00052 3 .L -0 .241 4 -0 . 731 4 -0 . 00068 6 16U 0. 027 2 0 . 071 2 0 . 00021 3 L -0 .310 4 -0 . 820 4 -0 . 00134 4 17U 0 . 027 2 0 . 064 2 0 . 00102 5 L -0 .324 4 -0 . 801 4 -0 . 00018 2 18U 0 . 025 2 0 . 057 2 0 . 00077 1 L -0 .326 4 -0 .762 4 -0 . 00011 2 19U 0 . 020 2 0 . 044 2 0 . 00639 4 L -0 .291 4 -0 . 638 4 -0 . 00052 2 20U 0 . 004 2 0 . 010 2 0. 01751 4 L -0. 068 4 -0 . 157 4 -0 . 00112 2 21U 0 . 000 3 0 . 001 2 0 . 01665 4 L 0 . 000 4 -0 . 023 4 -0 . 00107 2 22U 0 .359 4 0 . 001 2 0 . 00400 4 L -0 . 025 2 -0 . 017 4 -0 . 00031 2 23U 0 . 000 4 0 . 000 2 0 . 00052 2 L 0 . 000 2 0 . 000 4 -0 . 00725 4 _______________________< Envelope Story Drift Story+---- X Direction ----+ No. Joint Drift lc Ht o -------------in------------- -------------------------- No Stories Defined. . . Envelope Reactions Joint +------------ Forces -------------+ X . lc Y lc Moment lc ------------K-----------------K----------------K-ft------------------------- 3U 0 .49 4 11 .10 4 0 . 00 1 L -0 . 05 2 -1 .11 2 0 . 00 1 21U 0 . 11 4 0 . 00 1 0 . 00 1 L -1 . 81y 3 0 . 00 1 0 . 00 1 2.3U 0 . 04 2 20 .43 4 0'. 00 1 ; L -0 .59 4 -1. 01 2 0 . 00 1 Tot :,9U 0 . 00 1 31 .54 4 ; L -1 . 81 12 -2 . 12 2 Envelope Section Forces Section Memb y Axial lc Shear lc Moment.. .. lc --------- -------K------------------K----------------= -f _ ---- 1 1 U 5 .42 4 8 . 99 4 r ' L - . 61 2 -1 . 075 2 - . 58 2 ' 1 2 U 5 . 41 4 8 . 98 4 4 . 90 4 L - . 61 2 -0 . 791 2 - . 44 2 RISA-2D (R) version 4 . 01 Diversified Engineering, Inc . Job 8026-1 12295 W. Colonial Drive Page: -60 Winter Garden, FL 34787-4129 Date: 5/13/98 File: JN8026-2 (2) 41 ' -6" GUTTER CONNECTED -TRUSSES' GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE& ASCE 7-8-8 Envelope Section, Forces Section Memb y Axial lc Shear lc Moment lc -----------------K-=----------------K--------------- ---K-ft------------------ 3 U 5 .41 4 8 . 97 4 3 .27 4 L - . 62 2 -0 . 798 2 - .29 2 4 U 5 40 4 8 . 96 4 1 . 63 4 L - .62 2 -0 . 805 2 - . 15 2 5 U 5 .40 4 8 . 95 4 0 . 00 8 L - . 62 2 -0 . 811 2 0 ---------------------------------------------------------------------------- 2 1 U 11 .20 4 0 . 06 '2 0 .58 2 L -1.2 2 -0 . 772 8 -6 .5 4 2 U 11.21 4 0 . 06 2 0 . 54 2 L -1. 2 2 -0 . 772 8 -5 . 9 4 3 U 11.22 4 0 . 06 2 0 .49 2 L -1 .2 2 -0 . 772, 8 -5 ..3 4 4 U 11 .22 4 0 .,06 2 0 .45 2 L -1.2 2 -0 . 772 .8 -4 : $ 4 5 U 11.23 4 0 . 06 2 0 .40 2 L -1 . 2 2 -0-. 772 8 -4 :2 .4 1 ----------------------------------------------------------=----------------- �J 3 1 U 11 . 02 4 0 . 05 2 0 .4.0 2 L -1 .2 2 -0 . 486 4 -4 .2 4 2 U 11. 04 4 0 . 05 2 0 .30 2 L -1 .2 2 -0 .486 4 -3 .1 4 3 U 11 . 06 4 0 . 05 2 0 .20 2 L -1 . 2 2 -0 . 486 4 -2 .1 4 4 U 11 . 08 4 0 . 05 2 0 . 10 2 L -1 . 1 2 -0 . 486 4 -1 4 5 U 11 .10 4 0 . 05 2 0 . 00 7 L -1 . 1 2 -0 .486 4 0 ---------------------------------------------7-----I------------------------- 4 1 U 1 . 81 2 0 . 10 8 0 . 00 1 L -18 . 1 4 0 . 028 2 0 2 U 1. 81 2 0 : 05 8 -0 . 01 2 L -18 .1 4 0 . 002 2 , 0 3 U 1 . 81 2 0 . 00 8 0 . 00 2 L 718 .1 4 -0 . 026 '11 0 4 U 1.81 2 -0 . 04 3 0 . 03 2 L• -18 . 1 .4 -0 . 077 11 0 5 U 1 . 81 2 -0 . 07 3 0 .10 11 L -18 . 1 4 -0 . 128 11 0 ---------------------------------------------------------------------------- 5 1 U 1 .49 2 0 . 16 11 L -16 .3 4 0 . 083 3 0 Y --- ` 2 U 1 .49 2 0 . 07 11 -0 . 01 2 L -16 . 3 4 0 _040- 3 - . 16 4 3 U 1 .49 2 0 . 00 2 -0 . 05 2 L -16 . 3 4 -0 . 023 8 - . 18 4 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 61 Winter Garden, FL 34787-4129 Date: 5/13/98 File: JN8026-2 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 4 U 1 .49 2 -0 . 04 2 -0 . 02 2 L -16 .3 4 -0 . 106 8 0 5 U 1 .49 2 -0 . 08 2 0 .15 13 L -16 .3 4 -0 . 188 8 0 ---------------------------------------------------------------------------- 6 1 U 1. 17 2 0 .14 13 0 . 15 13 L -14 . 9 4 0 . 075 2 0 2 U 1 . 17 2 0 . 07 13 0 . 00 2 L -14 . 9 4 0 . 034 2 0 3 U 1.17 2 -0 . 01 3 -0 . 02 2 L -14 . 9 4 -0 . 016 6 0 4 U 1. 17 2 -0 . 05 3 0 . 04 10 L -14 . 9 4 -0 . 095 6 0 5 U 1 .17 2 -0 . 09 3 0 .24 6 L -14 . 9 4 -0 . 175 6 . 12 3 --=------------------------------------------------------------------------- 7 1 U 0 .47 2 0 .21 4 0 .24 6 L -11.4 4 0 . 109 3 . 12 3 2 U 0 .47 2 0 .11 4 -0 . 04 2 L -11 . 4 4 0 . 054 3 0 3 U 0 .47 2 0 . 00 4 -0 . 09 2 L -11 .4 4 -0 . 002 3 - . 19 4 4 U 0 .47 2 -0 . 06 2 -0 . 04 3 L -11 .4 4 -0 .107 13 0 5 U 0 .47 2 -0 .11 2 0 .24 13 L -11 .4 4 -0 . 212 13 . 13 2 ---------------------------------------------------------------------------- 8 1 U 1 . 15 2 0 . 17 13 0 .24 13 L -18 .4 4 0 . 092 2 . 13 2 2 U 1 .15 2 0 . 09 13 0 . 04 13 L -18 .4 4 0 . 050 2 0 3 U 1 . 15 2 0 . 01 13 -0 . 02 3 L -18 .4 4 0 . 008 2 0 4 U 1 .15 2 -0 . 03 3 0 . 00 8 L -18 .4 4 -0 . 071 4 0 5 U 1 .15 2 -0 . 07 3 0 :17 4 L -18 .4 4 -0 . 150 4 0 -------------------------------------------------------------------.--------- 9 1 U 1 .47 2 0 . 21 4 0 . 17 4 L -23 .3 4 0 . 085 2 0 2 U 1 . 47 2 0 .12 4 - 0:.02 2 L -23 . 3 4 0 . 041 2 0 - 3 U 1 . 47 2 0 . 04 4 - �_-0-.65 '2 - -' L -23 .3 4 -0 . 002 2 - .22 4 4 U 1 . 47 2 -0 . 04 4 -0 . 01 2 L -23 .3 4 -0 . 070 11 - . 22 4 RISA-2D (R) version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 62 Winter Garden, FL 34787-4129 Date: 5/13/98 File: JN8026-2 _ (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 5 U 1.47 2 -0 . 09 3 0 . 09 2 L -23 .3 4 -0 . 153 11 0 ---------------------------------------------------------------------------- 10 1 U 1. 75 2 0 . 12 11 0 . 09 2 L -29 4 0 . 077 3 0 2 U 1 .75 2 0 . 07 11 0 . 03. 2 L -29 4 0 . 026 4 - . 14 4 3 U 1 .75 2 0 . 02 2 0 . 00 2 L -29 4 -0 . 025 4 - . 15 4 4 U 1.15 2 0 . 00 2 -0 . 02 2 L -29 4 -0 . 076 . 4 0 5 U 1 . 75 2 -0 . 03 2 0 . 00 4 L -29 4 -0 . 126 4 0 ----------------------7----------------------------------------------------- 11 1 U 21 .53 4 0 .26 8 0 . 00 1 L -2 .2 2 0 . 022 2 0 2 U 21 .50 4 0 .21 8 -0 . 01 2 L -2 .3 2 -0 . 006 2 - .25 8 3 U 21.47 4 0 . 16 8 0 . 01 2 L -2 .3 2 -0 . 034 2 - .45 8 4 U 21 .45 4 0 . 11 8 0 . 07 2 L -2 . 3 2 -0 . 063 2 - .59 8 5 U 21. 42 4 0 . 06 8 0 .15 2 L -2 .3 2 -0 . 091 2 - . 68 8 ---------------------------------------------------------------------------- 12 1 U 21 .47 4 0 .25 3 0 . 15 2 L -2 .5 2 -0 . 529 10 - .68 8 2 U 21 .44 4 0 . 05 2 0 . 07 2 L -2 . 5 2 -0 . 113 8 - . 58 8 3 U 21 .41 4 0 . 02 2 0 . 02 2 L -2 . 6 2 -0 . 169 8 - .42 8 4 U 21 .38 4 -0 . 01 2 0 . 02 2 L -2 . 6 2 -0 .225 8 - .19 4 5 U, 21 .35 4 -0 . 04 2 0 .11 9 L -2 . 6 2 70 .281 8 0 ---------------------------------------------------------------------------- 13 1 U 17 . 87 4 0 . 32 12 0 .11 9 L -2 .2 2 -0 .517 2 0 2 U 17 . 84 4 0 . 07 6 0 . 01 9 L -2 . 2 2 0 . 030 3 0 3 U 17 . 81 4 0 . 01 6 _Or, 02- 3 L -2 . 2 2 0 . 000 3 0 - - 4 U 17 . 78 4 -0 . 03 2 0 . 00 3 = - L -2 . 2 2 -0 . 053 13 0 --� 5 U 17 . 75 4 -0 . 06 2 0 . 09 13 L -2 . 2 2 -0 . 109 13 0 i. RISA-2D (R) version 4 . 01 Diversified Engineering, Inc . Job 8026-1 12295 W. Colonial Drive Page: 63 Winter Garden, FL 34787-4129 Date: 5/13/98 File: JN8026-2 (2) 41 - -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces __ Section Memb y Axial lc Shear lc Moment. lc -----------------K------------------K------------------K-ft------------------ ---------------------------------------------------------------------------- 14 1 U 15 .31 4 0 .37 12 0 . 09, 13 L- -1. 9 2 -0 .541 2 0 2 U 15 .28 4 0 . 14 8 0.. 01 2 L -2 2 0 . 010. 2 - . 13 4 3 U 15 .25 4 0 . 09 8 0. 01 2 L -2 2 ' -0 . 020 2 - .25 4 4 U 15'.22 4 0 . 03 8 0 . 05 2 L -2 2 -0 . 050 2 - .3-2 8 5 U 15 .20 4 '-0 . 02 8 0 . 12 2 L -2 2 -0 . 089 11 - .32 8 ---------------------------------------------------------------------------- 15 1 U 15 . 13 4 0 .25 3 0 . 1.2 2 L -2 - 2 2 -0 .537 10 - .32 8 2 U 15 .10 4 0 . 07 2 0 . 02 2 L -2 .2 2 -0 .169 4 - . 17 8 3 U 15 . 07 4 0 . 04 2 0 . 08 4 L -2 . 2 2 -0 . 226 4 0 4 U 15 . 04 4 0 . 01 2 0 .37 4 L -2 .2 2 -0 . 284 4 0 5 U 15 . 01 4 0 .27 2 0 . 74 4 L -2 .3 2 -0 .388 8 0 --------------------------------------------------------------------7------- 1'6 1 U 16 .35 4 0 .36 4 0 . 74 4 L -2 .3 2 -0 .269 2 0 2 U 16 .38 4 0 .31 4 0 . 35 4 L -2 .2 2 -0 . 011 2 0 3 U 16 .41 4 0 .25 4 0 . 03 8 L -2 .2 2 -0 . 042 2 0 4 U 16 .44 4 0 . 19 4 0 :03 3 L -2 .2 2 -0 . 073 2 - .23 4 5 U 16 .47 4 0 . 13 4 0 .13 2 L -2 .2 2 -0 . 105 2 - .42 4 ----`---------------------------------------------------- ----------------- _--- 117 1 U 16 .56 4 0 . 04 1 0 . 13 2 L -2 2 ' -0 . 516 12 - .42 4 2 U 16 .59 4 . 0 . 06 2 0 . 05 2 L -2 2 -0 . 070 4 - .38 4 3 U 16 . 61 4 0 . 03 2 0 . 01 2 L -2 2 -0 . 125 4 - . 27 4 4 U 16 . 64 4 -0 . 01 2 0'.00 2 L -2 2 -0 . 180 4 0 . 5 ' U 16 . 67 4 -0 . 04 2 0 1S-:5 - L -1 . 9 2 -0 . 235 4 0 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 64 Winter Garden, FL 34787-4129 Date: 5/13/98 File: JN8026-2 (2) �1 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 18 1 U 23 .12 4 0 . 13 1 0 . 15 5 L -2 .2 2 -0 .524 3 0 2 U 23 .15 4 0 . 07 1 0 . 05 4 L -2 .2 2 0 . 023 3 0 3 U 23 .18 4 0 . 01 1 0 . 04 4 L -2 .2 2 -0 . 022 8 0 4 U 23 .21 4 -0 . 04 2 0 . 09 8 L -2 .2 2 -0 . 080 8 0 5 U 23 .24 4 -0 . 07 2 0 .22 8 L -2 .1 2 -0 . 139 8 0 ------------------------------------------------------------------------ 19 1 U 34 .39 4 0 .61 4 0 .22 8 L -2 .5 2 -0 .541 2 0 2 U 34 .42 4 0 .55 4 0 . 03 2 L -2 .5 2 0 . 006 2 - .46 4 3 U 34 .45 4 0 .49 4 0 . 04 2 L -2 .5 2 -0 . 027 2 -1 . 1 4 4 U 34 .49 4 0 .43 4 0 . 09 2 L -2 .5 2 -0 . 060 2 -1 . 6 4 5 U 34 .52 4 0 .38 4 0 . 18 2 L -2 .4 2 -0 . 093 2 -2 . 1 4 ---------------------------------------------------------------------------- 2'0 1 U 34 . 89 4 -0 . 03 1 0 .18 2 L -2 .2 2 -0 . 682 12 -2 .1 4 2 U 34 . 92 4 0 . 07 2 0 . 09 2 L -2 .2 2 -0 .434 4 -1 . 6 4 3 U 34 . 95 4 0 . 04 2 0 . 03 2 L -2 .2 2 -0 .488 4 -1 .2 4 4 U 34 . 98 4 0 . 01 2 0 . 00 2 L -2 .2 2 -0 .543 4 - . 61 4 5 U 35 . 01 4 -0 . 02 2 0 . 00 10 L 72 .2 2 -0 .597 4 0 =----------- ---------------------------------------------------------------- 21 1 U 1.80 8 0 . 00 1 0 . 00 1 j L - .49 2 0 . 000 1 0 2 U 1. 80 8 0 . 00 1 0 . 00 1 L - .49 2 0 . 000 1 0 3 U 1 . 80 8 0 . 00 1 0 . 00 1 L - .49 2 0 . 000 1 0 4 U 1. 80 8 0 . 00 1 0 . 00 1 L - .5 2 0 . 000 1 0 - - 5 U 1. 80 8 0 . 00 1 0.:04:=. - L - . 5 2 0 . 000 1 0 ----------------------------------------------- �/ 22 1 U 0 . 45 2 0 . 00 1 0 . 00 1 L -3 . 2 9 0 . 003 1 0 RISA-2D (R) version 4 . 01 Diversified Engineering, Inc. Job 8026-1 12295 W. Colonial Drive Page: 65 Winter Garden, FL 34787-4129 Date: 5/13/98 r" 1 File: JN8026-2 (2) 41 ' -6"' GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K-------------------K-----------------K-ft------------------ 2 U 0 .45 2 0 . 00 1 0 . 00 1 L -3 .2 9 0 . 002 1 0 3 U 0 .44 2 0 . 00 1 0 . 00 1 L -3 .2 9 0 . 000 1 0 4 U 0 .44 2 0 . 00 1 0 . 00 1 L -3 .2 9 -0 . 002 1 0 5 U 0 .44 2 0 . 00 1 0 . 00 1 L -3 .2 9 -0 . 003 1 0 ----=------------------------------------- - --------------------------------- 23 1 U 2 . 12 9 0 . 00 1 0 . 00 -1 0 . 002 1 0 L - .52 2 2 U 2 .12 9 0 . 00 1 0 . 00 1 L - .52 2 0 . 001 1 0 . 3 U 2 . 12 . 9 0 . 00 1 0 . 00 1 L - . 52 2 ' 0 . 000 1• 0 4 U 2 . 12 9 0 . 00 1 0 . 00 1 L - . 52 2 -0 . 001 1 0 5 U 2 . 13 9 0 . 00- 1 0 . 00 1 L - . 51 2 -0 . 002 1 0 ---------------------------------------------------------------------------- 24 1 U 0 .31 2 0 . 00 1 0 . 00 1 L -2 . 3 9 0 . 002 1 0 2 U 0 . 30 2 0 . 00 1 0 . 00 1 L -2 .3 9 0 . 001 1 0 3 U 0 .30 2 0 . 00 1 0 . 00 1 L -2 .3 9 0 . 000 1 0 4 U 0 .30 2 0 . 00 1 0 . 00 1 L -2 .3 9 -0 . 001 1 0 5 U 0 . 30 2 0 . 00 1 0 . 00 1 L" -2 .3 9 -0 . 002 1 0 ------------------ --------------------------------------------------------- 25 1 U 3 .43 9 0 . 00 1 0 . 00 1 L - . 7 2 0 . 004 1 0 2 U 3 .43 9 0 . 00 1 -0 . 01 1 L - . 7 2 0 . 002 1 . 0 3 U 3 .44 9 0 . 00 1 -0 . 01 1 L - . 7 2 0 . 000 1 0 4 U 3 . 44 9 0 . 00 1 -0 . 01 1 L - . 69 2 -0 . 002 1 0 5 U 3 .44 9 0 . 00 1 0-. 00 1 L - . 69 2 -0 . 004 1 0 -------------------------------------------------- 2 6 _ 1 U 0 . 86 2 0 . 00 1 0 . 00 1 \� L -5 . 1 9 0 . 003 1 0 2 U 0 . 85 2 0 . 00 1 -0 . 01 1 L -5 . 1 9 0 . 002. 1 0 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job 8026-1 12295 W. Colonial Drive Page: 66 �- Winter Garden, FL 34787-4129 Date: 5/13/98 File: JN8026-2 (2) 41 ' -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces Section Memb 4. Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 3 U 0 . 85 2 0 . 00 1 -0 . 01 1 L -5 .1 9 0 . 000 1 0 4 U 0 .84 2 10 . 00 1 -0 . 01 1 L -5 .1 9 -0 . 002 1 0 5 U 0 . 84 2 0 . 00 1 0 . 00 1 L -5 . 1 9 -0 . 003 1 0 ---------------------------------------------------------------------------- 27 1 U 1.50 9 0 . 00 1 0 . 00 1 L - .43 2 0 . 000 1 0 2 U 1.50 9 0 . 00 1 0 . 00 1 L - .43 2 - 0 . 000 1 0 3 U 1.49 9 0 . 00 1 0 . 00 1 L - .44 2 0 . 000 1 0 4 U 1.49 9 0 . 00 1 0 . 00 1 L - .44 2 0 . 000 1 0 5 U 1 .49 9 0 . 00 1 0 . 00 1 L - .44 2 0 . 000 1 0 ---------------------------------------------------------------------------- 28 1 U 0 . 92 3 0 . 00 1 0 . 00 1 L -8 . 1 4 0 . 003 1 0 2 U 0 . 93 3, 0 . 00 1 -0 . 01 1 L -8 .1 4 0 . 002 1 0 3 U . 0 . 93 3 0 . 00 1 -0 . 01 1 L -8 . 1 4 0 . 000 1 0 4 U 0 . 93 3 0 . 00 1 -0 . 01 1 L -8 . 1 4 -0 . 002 1 0 5 U 0 . 94 3 0 . 00 1 0 . 00 1 L -8 .1 4 -0 . 003 1 0 ----`--------------------------------------7--------------------------------- 29 1 U 1 .33 5 0 . 00 1 0 . 00 1 L - .47 3 0 . 000 1 0 2 U 1 .32 5 0 . 00 1 0 . 00 1 L - .47 3 0 . 000 .1 0 3 U 1 .32 5 0 . 00 1 0 . 00 1 L - .48 3 0 . 000 1 0 4 U 1 .32 5 0 . 00 1 0 . 00 1 L - .48 3 0 . 000 1 0 5 U 1 .31 5 0 . 00 1 0 . 00 1 L - .48 3 0 . 000 1 0 ------------------------------------------------------------ ----------------- 30 1 U 7 .45 4 0 . 01 1 :Q.• OQ -. L - . 74 3 0 . 006 1 0 2 U 7 .45 4 0 . 00 1 -0 . 01 1 L - .75 3 0 . 003 1 0 3 U 7 .45 4 0 . 00 1 -0 . 01 1 L - . 75 3 0 . 000 1 0 RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 67 ---, Winter Garden, FL 34787-4129 Date: 5/13/98 File: JN8026-2 (2) 41 - -611 GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE. & ASCE 7-88 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 4 U 7 .44 4 , 0 . 00 1 -0 . 01 1 L - . 75 3 -0 . 003 1 0 5 U 7 .44 4 -0 . 01 1 0 . 00 1 L - .76 3 -0 . 006 1 0 ----------------------------------------------------------------------------- 31 1 U 0 .37 3 0 . 00 1 0 . 00 1 L -6 .5 4 0 . 002 1 0 2 U 0 .38 3 0 . 00 1 0 . 00 1 L -6 .5 4 0 . 001 1 0 3 U 0 .38 3 0 . 00 1 0 . 00 1 L -6 . 5 4 0 . 000 1 0 4 U 0 .38 3 0 . 00 1 0 . 00 1 L -6 .5 4 '-0 . 001 1 0 ' 5 U 0 .38 3 0 . 00 1 0 . 00 1 L -6 . 5 4 -0 . 002 1 0 ---------------------------------------------------------------------------- 32 1 U 6 . 62 4 0 . 00 1 0 . 00 1 L -. 6 3 0 . 002 1 0 2 U 6 . 62 4 0 . 00 1 0 . 00 1 L - . 6 3 0 . 001 1 0 . 3 U 6 . 62 4 0 . 00 1 0 . 00 1 L - . 6 3 0 . 000 1 0 4 U 6 . 62 4 0 . 00' 1 0 . 00 1 L - . 6 3 -0 . 001 1 0 5 U 6 . 61 4 0 . 00 1 .0 . 00 1 L - . 61 3 -0 . 002- 1 0 ----!------------------------------------------------------------------------ 33 1 U 0 .49 3 0 . 00 1 0 . 00 1 L -9 . 6 4 0 . 003 1 0 2 U 0 .49 3 0 . 00 1 0 . 00 1 L -9 . 6 4 0 . 002 1 0 3 U 0 .50 3 0 . 00 1 0 . 00 1 L -9 . 6 4 0 . 000 1 0 4 U 0 .50 3 0 . 00 1 0 . 00 1 L -9 . 6 4 -0 . 002 1 0 5. U 0 .50 3 0 . 00 i 0 . 00 1 L •e -9 . 6 4 -0 . 003 1 0 ----------------------------------------------------------------------------- 3'4 1 U 5 . 90 4 0 . 00 1 0 . 00 1 L - .47 2 0 . 000 1 0 2 U 5 . 90 4 0 . 00 1 L - .47 2 0 . 000 1 0 3 U 5 . 90 4 0 . 00 1 0 . 00 1 L - . 47 2 0 . 000 1 0 4 U 5 . 90 4 0 . 00 1 0 . 00 1 L - .47 2 0 . 000 1 0 RISA-2D (R) version 4 . 01 Diversified Engineering, Inc . Job : 8026-1 12295 W. Colonial Drive Page: 68 Winter Garden, FL 34787-4129 Date: 5/13/98 File: JN8026-2 (2) 411 -61- GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces Section Memo y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 5 U 5 . 90 4 0 . 00 1 0 . 00 1 L - .47 2 0 . 000 1 0 ---------------------------------------------------------------------------- 35 1 U 9 .52 8 0 .79 2 0 . 00 1 L - . 61 2 -14 . 465 4 0 2 U 9 .53 8 0 .78 2 2 . 64 4 L - . 6 2 -14 .475 4 - .14 2 3 U 9 .54 8 0 .77. 2 5 .28 4 L - . 6 2 -14 .486 4 - .28 2 4 U 9 .54 8 0477 2 7 . 92 4 14 .496 4 - .43 2 L - . 6 2 5 U 9 .55 8 1 . 05 2 10 .56 4 L - . 59 2 -14 .507 4 - .5-7 2 --------------------------------- ------------------------------------- 36 1 U 21 .15 4 1. 76 4 10 .56 4 L -1 .2 2 -0 .123 3 - .57 2 2 U 21 .16 4 1.76 4 9 .19 4 L -1.2 2 -0 .123 3 - .52 2 1 3 U 21 .17 4 1. 76 4 7 . 82 4 L -1 .2 2 -0 . 123 3 - .47 2 4 U 21 .18 4 1 . 76 4 6 . 45 , 4 L -1.2 2 -0 . 123 3 - .42 2 5 U 21 .19 4 1 .76 4 5 . 08 4 L -1.2 2 -0 .123 3 - .37 2 ---------------------------------------------------------------------------- 37 1 U 20 .31 4 0 . 59 4 5 . 08 4 L -1 . 1 2 -0 . 044 2 - . 37 2 2 U 20 . 34 4 0 .59 4 3 . 81 4 L -1 .1 2 -0 . 044 2 - . 28 2 3 U 20 .37 4 0 .59 4 2 .54 4 L -1 .1 2 -0 . 044 2 - . 19 2 4 U 20 .40 4 0 .59 4 1 . 27 4 L -1 2 -0 . 044 2 0 5 U 20 .43 4 0 .59 4 0 . 00 -6 L -1 2 -0 . 044 2 0 ----`------------------------------------------------------------------------ 38 1 U e 0 . 02 2 0 . 00 1 0 . 00 1 L - .45 9 0 . 004 1 0 2 U 0 . 02 2 0 . 00 1 0 . 00 1 L - .45 9 0 . 002 1 0 __ 3 U 0 . 01 2 0 . 00 1 O,c Ql .1 _ L - .45 9 0 . 000 1 0 4 U 0 . 01 2 0 . 00 1 0 . 00 1 _ L - . 45 9 -0 . 002 1 0 5 U 0 . 01 2 0 . 00 1 0 . 00 1 L - . 16 9 -0 . 004 1 0 RISA-2D (R) version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 69 Winter Garden, FL 34787-4129 Date: 5/13/98 File: JN8026-2 (2) 41 - -6" GUTTER CONNECTED TRUSSES GREENHOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc ----=------------K------------------K-----------------K-ft------------------ ---------------------------------------------------------------------------- 39 1 U 0 . 14 3 0 . 00 1 0 . 00 1 L -1 .5 4 0 . 004 1 0 2 U 0 . 14 3 0 . 00 1 0 . 00 1 L -1 .5 4 0 . 002 1 0 , 3 U 0 .14' 3 0 . 00 1 -0 . 01 1 L -1 .5 4 0 . 000 1 0 4 U 0 . 14 3 0 . 00 1 0 . 00 1 L -1 .5 4 -0 . 002 1 0 5 U 0 . 14 3 0 . 00 1 0 . 00 1 L -1 .5 4 -0 . 004 1 0 ---------------------------------------------------------------------------- ____'___________________< Envelope AISC Unity Checks Unity Loc Shear Loc ASD Memb Chk lc Chk lc Fa Fb Cb Cm Eqn. ------------------------------------Ksi-------Ksi--------------------------- 1 0 .362 1 4 0 .180 1 4 29 .76 33 . 00 1 . 00 0 . 85 H1-2 2 0 . 856 1 4 0 . 031 1 4 28 .36 33 . 00 1 . 00 0 . 85 H1-2 3 0 .592 1 4 0 . 019 1 4 23 . 84 33 . 00 1 . 00 0 . 60 H1-2 0 . 682 3 4 0 . 014 5 1 30 . 12 38 . 94 1 . 00 1 . 00 H2-1 5 0 . 685 3 4 0 . 022 5 4 25 . 04 35 .40 1 . 00 0 .85 H2-1 '6 0 . 676 5 4 0 . 020 5 4 25 . 62 35 .40 1 . 00 0 . 85 H2-1 7 0 .557 1 4 0 . 025 1 4 20 .58 35 . 40 1 . 00 0 . 85 H2-1 8 0 . 783 1 4 0 . 020 1 1 25 . 62 35 . 40 1 . 00 0 . 85 H2-1 9 0 . 952 4 4 0 . 024 1 4 25 . 04 35 .40 1 . 00 0 . 85 H2-1 1�;0 1 . 084 3 4 0 . 015 5 4 30 . 12 38 . 94 1 . 00 1 . 00 H2-1 11 0 . 987 5 4 0 . 039 1 4 23 .24 30 . 00 1 . 00 1. 00 H1-1 12 0 . 948 1 4 0 . 060 1 10 22 . 89 30 . 00 1. 00 0 . 85 H1-1 13 0 . 555 1 4 0 . 058 1 2 23 . 87 30 . 00 1. 00 0 .85 H1-1 14 0 .558 5 4 0 . 061 1 2 24 .75 30 . 00 1 . 00 0 . 85 H1-1 15 0 . 745 5 4 0 . 060 1 10 24 . 61 30 . 00 1. 00 0 . 85 H1-1 16 0 . 791 1 4 0 . 055 1 4 24 .20 30 . 00 1 . 00 0 . 85 H1-1 1'7 0 . 652 1 4 0 . 058 1 12 24 .32 30 . 00 1 . 00 0 . 85 H1-1 18 0 .440 5 4 0 . 018 1 3 25 . 81 30 . 00 1 . 00 0 . 85. H1-1 1'9 0 . 955 5 4 0 . 028 1 4 25 . 69 33 . 00 1 . 00 0 . 85 H1-1 20 1 . 007 1 4* 0 . 027 5 4 26 . 17 33 . 00 1 . 00 1 . 00 H1-1 2-1 0 .124 1 4 0 . 000 1 1 27 . 10 30 . 00 1 . 00 1 . 00 H1-1 2:2 0 .206 3 5 0 . 001 1 1 17 .24 30 . 00 1 . 00 1 . 00 H2-1 2.3 0 . 194 3 5 0 . 000 1 1 20 . 37 30 . 00 1 . 0.0 1 . 00 H1-1 2-4 0 .146 3 5 0 . 000 1 1 14 . 83 30 . 00 '1.: 00 :- . - l . 00 H2-1 2;5 0 .580 3 5 0 . 001 1 1 11 .38 30 . 00 1 .0.0 = `"1'T _- H1-1 26 0 .329 3 5 0 . 001 1 1 5 . 24 30 . 00 1. . 00 1 . 00 H2-i 27 0 . 292 1 5 0 . 000 1 1 9 . 42 30 . 00 1 . 00 1 . 00 H1-1 28 0 . 548 3 4 0 . 001 1 1 5 .24 30 . 00 1 . 00 1 . 00 H2-1 29 0 . 280 1 5 0 . 000 1 1 9 . 42 30 . 00 1 . 00 1 . 00 H1-1 RISA-2D (R) version 4 . 01 Diversified Engineering, Inc. Job : 8026-1 12295 W. Colonial Drive Page: 70 Winter Garden, FL 34787-4129 Date : 5/13/98 File: JN8026-2 (2) 41 - -6" GUTTER CONNECTED TRUSSES GREE14HOUSE:DL/LL/WL/SL=5/20/75/50 NY CODE & ASCE 7-88 Envelope RISC Unity Checks Unity Loc Shear Loc ASD Memb Chk lc Chk lc Fa Fb Cb Cm Eqn. ---------- - -------------------------Ksi-------Ksi--------------------------- 30 0 . 882 3 4 0 . 001 1 1 10 . 89 30 . 00 1 . 00 1 . 00 H1-1 31 0 .432 3 4 0 . 000 1 1 14 . 83 30 . 00 1 . 00 1. 00 H2-1 32 0 . 651 3 4 0 . 000 1 1 20 . 37 30 . 00 1 . 00 1. 00 H1-1 33 0 . 643 3 4 0 . 001 1 1 17 .24 30 . 00 1 . 00 1. 00 H2-1 34 0 .433 1 4 0 . 000 1 1 27 . 10 30 . 00 1 . 00 1. 00 H1-1 35 0 . 588 5 4 0 .290 5 4 29 . 76 33 . 00 1 . 00 0 . 85 H1-2 36 1 . 047 1 4 0 . 046 1 4 26 . 10 30 .36 1 . 00 0 . 79 H1-2 37 0 .588 1 4 0 . 015 1 4 21 . 95 30 .36 1 . 00 0 . 60 H1-2 38 0 . 035 3 5 0 . 001 1 1 17 . 77 30 . 00 1 . 00 1 . 00 H2-1 39 0 .104 3 4 0'. 001 1 1 17 .77 30 . 00 1 . 00 1 . 00 H2-1 i i.. s c!.. ..C:1{d JOB#8026-LOWE'S GREENHOUSE Donald E.Flynn,P.E. TRUSS MEMBER ANALYSIS 12295 W. Colonial Dr. Winter Garden,FL 34787 Tel:(407)656-7077 Fax.(407)656-7069 6y:Donald Flynn Truss Member Analysis: Web Members: Bolts:3/8"DIA. GRADE 5-MACHINE BOLTS: Fv bolts :=21 ksi Fvbo,ts=Shear Strength of Bolt No bolts '=I Nob. #of Bolts bolt 0.375 in �t jt=Dia. of Bolt 2 DS :_ bolt ( )•x ) 2 NOTE: BOLTS IN DOUBLE SHEAR 2 Fv bolts)'(No bolts DS =4.639 kips PL thickl 0.0360in (20 GA.) PLthickt =Plate Thickness Trial#1 PL thick2 0.0478in (18 GA.) PLthick2= Plate Thickness Trial#2 WEB MEM- PL thick3 0.060 in (16 GA.) PLthick3=Plate Thickness Trial#3 BOT CH- TOP HAT- PL thick4 0.075 in (.14 GA.) PLthick4=Plate Thickness Trial#4 PLATES- PL thick5 0.105 in (12 GA.) PLth;ck5= Plate Thickness Trial#5 BDF := 1.2 BDF = Bearing Bolt Factor, _ Fu :=40 ksi Fu2:=70 ksi 1.5 for allowance, 1.2 No all. (For 20- 18 ga, Plate Fy=33 ksi, Use Fu=40 Ksi) (For,16- 12 ga, Plate Fy=50 ksi, Use Fu=70 Ksi) BOLT BEARING: (NOTE- BOLTS IN BDL BEAR) B 1 (�bolt '(PL thick,)-(No bolts (BDF)•Fu•.2 B 1 =1.296 kips (20 GA.) B 2 :::;��bolt)'(PL thick2)'(No bolts) (BDF)•Fu-2 B 2 =1.721 kips (18 GA.) B 3 '_(�bolt)"(PL thick3)'(NO bolts) (BDF)•Fu2.2 MEM' B 3 =3.78 kips (16 GA.) B 4 (�bolt)'(PL thick4)'(No bolts)-(BDF)•Fu2.2 B 4 =4.725 kips (14 GA.) B 5 '_ (�bolt '(PL thick5)'(NO bolts)-(BDF)•Fu2.2 B 5 =6.615 kips (12 GA.) Web Member Axial Force: Members#22- #35 Members #56-#69 Members# -# F 1 :=3.86 kips (@# ) F2 :=3.90 kips (@# ) F3 :=0 kips Fm if(FI?F2,F1,F2) F max'`lf(Fm�>F3,F111)F3} F max=3.9 kips Finax=Max Axial Force from Computer Analysis DS =4.639 kips—OK-- ALL CONNECTION BOLTS AND B 3 =3.78 kips—OK PLATE CONNECTIONS ARE OK TO USE— HIGH FORCE WEB MEMBERS:Bolts: 1/2"DIA. GRADE 5-MACHINE BOLTS: F max2 :=15.62 kips Fv bolts 21 ksi Fvbo,ts=Shear Strength of Bolt No bolts:=I Nobo,Llm #of Bolts bolt:=0.50 in Dia.of Bolt 2 DS := bolt ( )'(\Fv bolts '(NO bolts '2.2 NOTE: USE (2) BOLTS IN DOUBLE � 2 SHEAR B 5 '_ (�bolt '(PL thick5)'(No bolts)'(BDF)•Fu2.2.2 DS =16.493 kips —OK-- USE DBL 12 GA.WEB MEMBERS AND DP 427c 126A B =17.64 kips (12 GA.) —OK— 1/2"Dia.GRADE 5 BOLTS AT HIGH 5 STRESS WEB MEMBERS--OK TO USE— TRUSS HIGH FORCE WEB MEMBERS: (Members#27,63-69, and 28434.) F max2 '=9.70 kips Fv bolts'=28 ksi Fvb.,t=Shear Strength of Bolt No bolts I No: ISM #of Bolts bolt 0.50 in �bo„=Dia. of Bolt �2 DS :_ �bolt) (7)_(Fv ) (NO 2 NOTE: USE BOLTS IN DOUBLE 2 \ bolts ' bolts SHEAR B 5 bolt)'(PL thick5) (No bolts '(BDF)•Fu2.2 DS =10.996 kips —OK— USE DBL 12 GA.WEB MEMBERS AND B =8.82 kips (12 GA.) —OK-- 1/2"Dia.GRADE 8 BOLTS AT HIGH 5 STRESS WEB MEMBERS--OK TO USE— BRACE Member Axial Force:(TS 2x2x16 GA. (0.065"): Members#73,and 76, - # Members#38,and#39 F1A:=1.50 kips (@#76) FIB :=1.50 kips (@# ) F m2 :=if(F1A?FIB,FIA,17I13) I<max2 if�Fm2?F3,Fm2,F3) F max2=1.5 kips Fm.=Max Axial Force from Computer Analysis Bolts:3/8"DIA. GRADE'5-MACHINE BOLTS: Fv bolts2 21 ksi Fv bolts=Shear Strength of Bolt No bolts2 =1 No bolts=#of Bolts �bolt2 :=0.375 in (bo,t= Dia. of Bolt 2 DS2 :_ �bolt2 (n), Fv No 2 NOTE: BOLTS IN DOUBLE SHEAR 2 bolts2 ' bolts2 ).2 =4.639 kips > Finax2=1.5 kips BRACE MEMBER BOLTS IN DOUBLE BEARING (16 ga. Material) Bbrg (i bolt2)'(0.065)•(1)-(1.2)-Fu2.2 Bbrg=4.095 kips Max. Factor= 1.5 ALL CONNECTION BOLTS AND PLATE CONNECTIONS ARE OK tf t;8• HIGH FORCE BRACE Member Axial Force: TS 4x2 2 GA. 0,109' Members#74 a #75 U5C—//G j /A! 140,06UAI& afG F mW 25.34 kips INTERIOR BRACE MEMBER Bolts: USE(2) 5/8"DIA. GRADE 5-MACHINE BOLTS: Fv bolts2 =21 ksi Fv bolts=Shear Strength of Bolt No bolts2 '=2 No bolts=#of Bolts bolt2 :=0.625 in �bo,t= Dia.of Bolt �2 DS2 :_ bolt2 n (Fv bolts2 '(No bolts2 '2 NOTE: BOLTS IN DOUBLE SHEAR '( ) DS2 =25.771 kips > F maxi =25.34 kips --OK-- BRACE MEMBER BOLTS IN DOUBLE BEARING (12 ga.Material) Bbrg bolt2).(0.1091-0.083)•(I)•(1.5)•Fu2.2 Bbrg=25.2 kips --OK— Max. Factor= 1.5 USE 4X2 GA: BRACE MEMBERS,AND 5/8"Dia.GR DE 5 BOLTS AT HIGH STRESS BRA E MEMBERS--OK-- Bottom Chord Analysis: Bottom Chord Wmber Axial Force: Members#4 -#10 Members #39-#45 Members# -# 41'-6"Truss: (p@#4 ) 41'-6"Truss: (@#45 ) F1 := 1.96kips Compression F2 :=3.72 kips F3 :=0 V' F m '`if(FI>!F2,F1,F2) - F maxEND :=if(F m?F3,F m,F3) Fr,,.=Max Axial Force from F maxEND =3.72 kips Computer Analysis F maxMIDDLE 2.90 kips For 41'-6"Truss: L I :=11.25 ft L,=Length of Bottom Chord L 2 :=8 ft k 1 :=0.8 k,= Effective Column Length k2 :=1.0 Area:=0.824 Area for TS 2x2x0.109 (12 ga.)TUBE I:=0.493 M.of Onertia for TS 2x2x0.109 (12 ga.)TUBE F� e r=0.773 k I•(L I.12) k2•(L2•12) Ratiol := Ratiol =139.625 Ratio2 := Ratio2 =124.111 r r Fal12•a2.29000 Fa2 :_ 12•n2.29000 :_ - 23•Ratio l 2 23•Ratio22 Fat =7.66 ksi Fat =Allowable Compressive Fa2 =9.695 ksi Force from AISC 9th ed. pg. 3-16, 3-17 Pa1 :=Fal•Area Pa2 :=Fa2-Area Pa 1 =6.312 kips > F maxEND =3.72 kips Pa2 =7.988kips> F maxMIDDLE=2.9 kips Bottom Chord Bracing -ok-on compression Bottom Chord Bracing -ok Bottom Chord Member Tension Force on Connector Plates/Bolts(11 GA.BOT. CH): 41'-6"Truss: Members#4-#10 (p@#10) Members #39 -#45 (Q@#45) Members#10 single house Flt :=16.70 kips Tension F2t 26.80kips Fat :=29.3 kips Ft if(Flt?F2t,FIt,F2t) Ftmax:=if(Ft m?FR,Ft m,F3t) Ftmax=Max Axial Force from Ftmax=29.3 kips Computer Analysis in Tension Bolts: USE(2) 112"DIA. GRADE 8-MACHINE BOLTS: Fvbolt-.=Shear Strength of Bolt Nobolts=#of Bolts �bo,t= Dia.of Bolt Fv bolts2 '=2l ksi No bolts2 '-2 bolt2 0.500 in /�bolt2 NOTE: BOLTS IN DOUBLE SHEAR DS2 :=I 2 •(a)'(Fv bolts2)•(No bolts2)'2 DS2 =16.493 kips Ftmax=29.3 kips DBLBRG:_��bolt2)-(0.109)-(2)•(1.2)-Fu2.2 BOLTS IN DOUBLE BEARING ff- ga.-Material)-.: - Max. Factor= 1.2 DBLBRG=18.31kips Ftmax.=29.3 kips' t Weld:=8•.125.0.707.0.3.70 Weld=14.847 Weld+D52 =31.34 kips > Ftmax=29.3 kips ::OK:: 85%-RULE: Area :=0.824 Weld+DBLBRG=33.15Skips > Ftmax=29.3 kips ::OK:: ANET :=Area- (0.5625.0.109.2) ANET=0.701 ALL BOTTOM CHORD CONNECTION BOLTS AND PLATE Pre :=ANET•100 CONNECTIONS ARE OK Area Pre=85.118% — ok MEETS 85% NET HOLE REDUCTION-OK BOTTOM CHORD WELD CONNECTION TO 3116" HEAL PLATES WELDCAP :=.125.0.707.0.3.70•(4.4) WELDCAP=29.694 kips > Ftmax=29.3 kips ::OK:: Top Chord Analysis: Top Chord Member Axial Force(Topch#3); 41'-6'Truss: Members#11-#20 (@#11) Members#46-#55 (@#55) Members#20 -# IF He:=17.05 kips F2tc:=32.37 kips F3tc:=35.i kips F mtc :=if(F Itc?F2tc,F ltc,F2tc) F maxtc '-if(F mtc?!Btc,F mtc,F3tc) F maxtc=35.16 kips Fm.=Max Axial Force from Computer Analysis A tc:=2.24 inz Ate=Cross-sectional area of Top Chord- 16 ga. reinforced w/ (2)is 2x2xl2 ga.sections I tc:=3.93 in4 Its=Moment of Inertia of Top Chord i 2 rtc:= Itc rtc= 1.325 in r=Radius.of Gyration A tc L tc:=5.0 ft L,=Length of Top Chord ktc:=0.8 k=Effective Column Length Ratio 1 tc k to'(L tc*12) �_ r Ratio 1 tc=62.056 Fat =Allowable Compressive Force Faltc 22.37 ksi from AISC 9th ed. pg.3-16, 3-17 Pal tc:=Fa l tc•A tc _ Paltc=50.109 kips > F maxtc=35.16 kips OK - Reinforced Regular Top Chord'compression design-OK 64 -` Reinforced Top Chord Member Axial Force(TopCh#-V: 41'-6"or 35'-0"Truss: Members it -# (@# ) Members# -# (c�# ) Members# -# Fltc:=22.53 kips F2tc:=0 kips F3tc :=0 kips F mtc '=if(F l tc?F2tc,F l tc,F2tc) F maxtc •=if(F mtc�:F3tc,F mtc,F3tc) F maxtc=22.53 kips Finax=Max Axial Force from Computer Analysis A tc:=1.47 in At,;=Cross-sectional area of Top Chord-16 ga. I tc:=2.32 in Ito=Moment of Inertia of Top Chord t a rtc := I tO rtc=1.256 in r=Radius of Gyration A tc L tc:=5•0 ft L,=•Length of Top Chord ktc:=0•80 k=Effective Column Length Ratio =k tc'(L tc'12) Itc ' r Ratio ltc=62.056 Faltc:=22.37 ksi Fat =Allowable Compressive Force from AISC 9th ed. pg.3-16, 3-17 Paltc Faltc•Atc Paltc=32.884kips > F maxtc=22.53 kips OK Reinforced Top Chord compression design -OK Column UpliftlSupport Analysis: c@ Column:At Node#: P uplift:=1.11 P uplift= 1.11 kips (Max.) P„pl;n= Uplift force"""Simulated D boltup•=0.210 in Dbol,.=Diameter of Bolt a A boltup ( ) (D boltupl Abolt=Cross-section Area of Bolt '- a 2 1 A boltup=0.035 in2 No boltsup '=2 No bolts=#of Bolts F vup 21 ksi Fv= Shearing Strength of Bolts DSup = (No boltsup•(A boltup'(F vtip)•2 -.- � 1 i.i ti...1•.+�..e,i;=:iSc_G f'c a:3.C?'1 DSup=2.909 ksi > P uplift=1.l l ksi ::USE(2)#12 TEKS AT CAP TO POST SHEAR ON TEKS 12:=(2)• 2100 2.35.1000 TEKS12=1.787 kips > Pups= 1.11 kips Check Bearing: D bolt 0.210 in Dboit,=Diameter of Bolt PL thickness '=0.1875 in PLtnickneu=Thickness of Plate Fu plate 65 kips Fup,ate=Yeild Strength of Plate Material No holes'=2 DBL Bearing Noholes=#of Bolt Holes in Plate BBF =1.2 P B (D bolt-(PL thickness)•(BBF)•(Fu plate)•'NO holes P B =6.143 TEK SHEAR CONTROLS TEKS12=1.787 kips > Pups=1.11 kips PB=Bearing Capacity Check Shear Rupture: ' d:=1.25 1 D bolt+ • 32 P Rupture '_ (D bolt-(PL thickness)- d- 2 (Fu plate)-(No holes) P Rupture=5.781 kips > P uplift=1.11 kips PRupture=Shear Rupture Capacity Use(2)#12 TEKS(min.) Endwall Column Analysis for Wind Loadhia: --NOT USED-- F wind :=15.00 psf F%ind=Wind Force No col I Nocol =#of Endwall column to HtendCol:-18 {t consider for Section Analysis SpaceColend =8 ft No braces '- 1 Pwind F wind'SpaceColend Pwind=120 PLF ENDWALL COLMUN Use TS 4x4x13 ga."Endwall TUBE Columns. Sx=1.88n^3 -OK. M =Pwind HtendCola M=4.86.1 C3 8 Sx M.12 Sx=1.326 ih^3 required. -OK- 0.66.50.1000.1.333 7 �g r- ;File: 0:'605 ',Sr32c:-,russmi?,d Bracing in Transverse Direction: L 41.5 2 41.5 ft L,b= Horizontal Length of Building lb '_ H lb :=1.50 ft H,b=Height of Side-Wall H L,r= Half of the Horizontal H lw 11b ft H 1w=1 5' Length of Building H lr:=10.38ft Hir=Height From Top of Side-Wall to Ridge Al :=L11b•H 1w+L lb• 41r•2 Al =277.635 ft2 Acabletotal Al (1 Sets of Braces) Acabletotal=277.635 ft2 Fwind2 :=15.0 psf FWnd=Wind Force No braces '=2 Nobraces_#of Cross-Bracing Sections Pwind :=Fwind2•Acabletotal 2 Pw.(100 1Fc:_ J0.707 0 / Fc=Design Wind Force on each Fc=2.945 kips Cross-Bracing Section BRACES. Use 3/16"�x7X19 Cable BRACE Fy:=180.0 kips Fy=Yeild Strength of Bracing Rods Ta:=Fy0.025 Ta=4.5 kips > Fc=2.945 kips OK 3/16"dia 709 Cable—OK.. Note Breaking Strenqth=4.2 Kips Roof Purlin Analysis: DL:=2.0 psf DL= Dead Load LL:=20 psf LL=Roof Live Load WL :=-15 psf WL=Wind Load SL:=35.0 psf-Design Per Code SL=Snow Load Casel =DL+LL Casel =22 psf Case2 =DL+WL Case2=-13 psf 0-ase3 :=DL+ SL /I 1 Case3 =37 psf Case4 :=DL+WL+ 1�1 SL Case4 =4.5 psf Cases :=DL+ I 1 J WL+SL Case5 =29.5 pg _ `2 T` �` Case6 :=DL L SL Case6 =37 psf F1 if(jCase1j a JCase2j ,Casel,Case2) F1 =.22 psf F2 :=if(j F 1 j ?l Case3 j ,F 1,Case3) F2=37 psf F3 :=if(IF21 ICase4j ,F2,Case4) F3 =37 psf F4 =if(I F3 1 ?I Case5 j,F3,Case5) F4=37 psf F5 =if(I F4 1 ?I Case6 j ,F4,Case6) F4=37 psf F :=FS F=37 psf 41'-6"Truss Purlins:Section:Wx16,ga. Hat Purlin Span:=9.50 ft Spacing:=2.08 ft (max.) Sx :=0.4782 in3 Fy:=55 ksi M := Fy Sx M=1.37 kips (12)•(1.6) IV'- 8•M 1000 1 W=58.378 psf- Non-Continuous Member gp� Spacing/ W=58.378 > psf > F=37 psf :: O.K. :: Purlin at Valley Snow Build-up WlatVALLEY :=6240 10.2 W1atVALLEY=312 pif Wa :=WSpacing Wa=121.427 ! Spacingl W1atVALLEY Spacingl =2.569 Use Reinforced Purlins per Wa additional calculations. GUTTER ANALYSIS: 12 GA. Gutter Fully Bolted w1 4)bolts to Bracket.• Span:=9.50 ft Spacing:=2.08 ft (max.) Sx:= 1.42 in3 VALLEY := 4360 Fy:=50 ksi 10.4.15 Fy Sx VALLEY=105.06 psf M:= M=3.543 kips (12)•(1.67) W:.- 8 M / 1000 .1 W=150.987 psf-Continuous Member-Fixed Ends Spy `Spacing/ W= 150.987> psf > VALLEY= 105.06psf :: O.K. :: 9 i i Loads:LC 1 .DL+LL D� i Y Grav:-1 D * 5 �6 T U 5X4X8 T U 8X4X8-0 TU4X4X5 TU4X4X5 TU4X4X5 2 3 �, lrri'i yiri� izux Solution:LC 1 DL+LL i i RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job 12295 W. Colonial Drive Page: 81 Winter Garden, FL 34787-4129 Date: 5/13/98 File : UNI-CRBM Truss—Support Beam At Interior Wall Truss Support @ Building. Units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . US Standard Steel Code. . . . . . . . . . . . . . . . . . . . . . . . AISC 9th Edition ASD Allowable Stress Increase Factor. . 1.333 Include Shear Deformation. . . . . . . . . No No. of Sections for Member Calcs. . 5 Do Redesign. . . . . . . .. . . . . . . . . . . . . . . . Yes P-Delta Analysis Tolerance. . . . . . . . 0 .500 Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature -------------------ft------------ft------------OF---------------------------- 1 0 . 000 . 0 . 000 0 . 00 2 14.330 0 . 000 0 . 00 3 20 . 000 0 . 000 0 . 00 4 0 . 000 13 . 830 0 . 00 5 14 .330 13 . 830 0 . 00 6 20 . 000 13 . 830 0 . 00 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ----=- - ----K/in--------K/in------K-ft/rad---------------------------------- 1 Reaction Reaction 2 Reaction Reaction 3 Reaction Reaction 4 Reaction Materials (General) Material Young' s Shear Poisson16 Thermal Weight Yield Label Modulus Modulus Ratio. Coef . Density Stress -------------Ksi----------Ksi----------------10"5°F----K/ft3--------Ksi------ COL 41000 . 00 0 .3000 0 . 65000 0 .490 50 . 00 BM 29000 . 00 0 .3000 0 . 65000 0 .490 46 . 00 Sections Section - Database Material As As I I T Label Shape Label Area 0, 2 1, 3 1, 3 0, 2 C ------------------e------------in"2----------------in"4----------in-4-------- COL TU4X4X5 COL 4.. 36 1 .2 1 .2 9 .58 9 .58 BM TU8X4X8 BM 10 .40 1 .2 1 .2 24 . 60 75 .10 Members Memb. Joints Rotate Section Releases Off_ sets Fi a�. e? No., I 'IT900 Set I:AVM J:AVM I-End" J-End Label 4- Lezlgth-, ------------------- -------------------------in-------in---------------ft---- 1' 1 4 COL 13 . 83 2 2 5 COL PIN 13 . 83 f RISA-2D (R) version 4 . 01 Diversified Engineering, Inc. Job 12295 W. Colonial Drive Page: 82 Winter Garden, FL 34787-4129 Date: 5/13/98 File: UNI-CRBM Truss Support Beam At Interior Wall Truss Support @ Building. Members Memb Joints Rotate Section Releases Offsets Inactive? No. ; I J 900 Set I :AVM J:AVM I-End J-End Label y Length --- ---------------------------------------in-------in---------_-----ft---- 3 3 6 COL 13 . 83 4' 4 5 BM PIN 2 . 00 14.33 5' 5 6 BM PIN 2 . 00 5 . 67 AISC,NDS Parameters Section Length Lb-out Lb-in Lcomp K K Cm Cb, B Sway Member Set le-out le-in le-bend out in CH o i ---- -----------ft------ft------ft------ft----------------------------------- 1 COL 13 . 83 0 . 80 2 COL 13 . 83 1. 00 3 COL 13 . 83 0 .80 4 BM 14 .33 0 . 80 5 BM 5 .67 0 . 80 ______________________< Basic Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. ----------------------------------------------------------------------------- 1 DL+LL 3 Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location -------------------------------------K, K-ft------------ft or o--------------- 4 4 5 Y -20 . 500 0 . 000 4 4 5 Y -20 .500 10 . 000 15 5- 6 Y -20 .50'0 5 . 660 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End -------------------K/ft, F----------K/ft, F-----------ft or o-------ft or %--- UNIFORM Y -1. 000 -1 . 000 0 . 000 0 . 000 Load Combinations RWPE No. Description* BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 DL+LL Y -1 1 1 y Joint Displacements, LC 1 . DL+LTi�>==_-______==_______ Joint +------- Translation -------+ RotationNo; X Y 6z ----`---------in-------------in------------rad------------------------------- 1 0 . 000 0 . 000 0 ..00342 •2 0 . 000 0 . 000 0 . 00000. i RISA-2D (R) Version 4 . 01 Diversified Engineering, Inc. Job 12295 W. Colonial Drive . Page: 83 Winter Garden, FL 34787-4129 Date: 5/13/98 File: UNI-CRBM Truss Support Beam At interior wall Truss Support @ Building. Joint Displacements, LC 1 DL+LL Joint +------- Translation -------+ Rotation . No' X Y 9z -------------in-------------in------------rad------------------------------- 3 0 . 000 0 . 000 -0 . 00192 4 0 . 000 -0 . 023 0 . 00685 5 0 . 000 -0 . 023 0 . 00467 6 0 . 000 -0 . 013 0 ..00384 =======================< . Story Drift, LC 1 DL+LL Story +--- X. Direction ---+ No. Joint Drift t of Ht ---------------=-------------------------------- No Stories Defined. . . Reactions, LC 1 DL+LL Joint +--------- Forces ----------+ - Moment No X Y Mz -------------K--------------K-------------K-ft------------------------------ 1 0 .29 24 .51 0 . 00 2 0 . 00 24 .47 ..0 . 00 3 -0 .16 13 . 83 0 . 00 ' 4 -0 .13 0 . 00 0 . 00 Totals: 0 . 00 62 . 81 Center of Gravity Coords (X,Y, Z) (ft) 10 . 850, 13 .762, 0 . 000 Member Section Forces, LC 1 DL+LL >====______ Member Joints Section I - J y Axial Shear Moment ----`---"--------------------K--------------K-------------K-ft--------------- 1 1- 4 1 24 .51 -0 .29 0 . 00 2 24 .46 -0 .29 1 . 01 -0 .29 2 . 03 3 24 .41 .4 24 .36 -0 .29 3 . 04 5 24 .31 -0 .29 4 . 05 -------------------------------------------- 2- 5 1 24 .47 0 . 00 0 . 00 2 24 .42 0 . 00 0 . 00 3 24 .37 0.. 00 0 . 00 4 24 .32 0 . 00 0 . 00 5 24 .27 0 . 00 0 . 00 ----'-------------------------------------------------7---------------------- 3 3- 6 1 13 .83 0 .16 0 . 00 2 13 . 78 0 .16 -0_.57. 3 13 . 72 0 . 16 __- 4 13 . 67 0 .16 -T-':' Q 5 13 . 62 0 . 16 -2 .27 -------------------------------------------------=-----------------=-------- 4 4- 5 1 0 . 16 24 . 31 0 . 00 2 0 .16 3 . 68 -13 .26 I RISA-2D (R) version 4 . 01 Diversified Engineering, Inc. Job 12295 W. Colonial Drive Page: 84 Winter Garden, FL 34787-4129 Date: 5/13/98 File: UNI-CRBM Truss Support Beam At Interior Wall Truss Support @ Building. Member Section Forces, LC 1 DL+LL Member Joints Section I - J y Axial Shear Moment ---=------------------------K--------------K-------------K-ft--------------- 3 0 . 16 3 .56 -26 . 08 4 . 0 .16 -17 . 07 -22 .27 5 0 .16 -17 .19 38 .39 - -------------------------------------------------------------=------------- 5 5- 6 1 0 .16 7 . 07 38 . 39 2 0 .16 7 . 02 28 . 69 3 0 .16 6 . 98 19 . 06 4 0 .16 6 . 93 9 .49 5 0 . 16 -13 . 62 0 . 00 ------------=--------------------------------------------------------------- ________________< Member AISC Unity Checks, LC 1 : DL+LL Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqn. --- ----------------------------------Ksi------Ksi------------------------- 1 1 4 0 .605 5 0 . 007 1 16 . 03 30 . 00 1 . 00 0.. 60 H1-1 _ ;2 2 5 0 .350 1 0 . 000 1 16 . 03 30 . 00 1 . 00 0 .60 H1-1 3 3 6 0 .324 5 0 . 004 1 16 . 03 30 . 00 1 . 00 0 . 60 H1-1 - 4 4 5 0 . 890 5 0 .198 1 12 .22 27 . 60 1 . 00 1. 00 H1-3 5 5 6 0 . 809 1 0 . 111 5 23 . 61 30 . 36 1 . 00 1 . 00 H1-3 i l PRJ. #: CAL CULA TI AO DATE: PAGE INITIALS: OF 4 ........ ............_.................................................................................._...._......_._.._......____.._.._..__....................................._..................................................__..__..................................._....... 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I = u |' /. |................ ....................................................................................... _____ i| ---'---.'----'---'--'----'----_---- ................. � � -' ---.-- --'-....................................................................... | | /| /-1 ! | _ � - - | /! | ----'-_----'-_______________________________________________ � || -------- ..........- .................................................-..................................... - ......... ........ .......................'....................................... ........................................................................... || | || ______ | ........................ .................. ....................... ............ ................ ............................................... ............................................................. .................................................................................................................................... ............ | ............................................../ ............................................................ � /~�|| / ��----��� �� ����--�- ` ``- .� -AM-- STEEL COLUMN BASEPLATE DESIGN None LOAD DATA 1 Axial Load 33.00 k X-X Axis Moment 0.00 k-ft AISC Section Name :TS4x4x3/16 BOLT DATA Bolt Tension Capacity 2.31 k Bolt Count Per Side 1 "Anchor Bolt Area 10.310 in Bolt Dist. from PL Edge 1.50.in PLATE & SUPPORT DATA Baseplate, Depth 9.00 in Width- 4.00 in Support Area Depth 12.00 in Support Area Width 12.00 in — MATERIAL DATA f'c 3000 psi Fy 50 ksi Load Duration Factor 1.00 AISC Section Depth 4.00 in Flange Width 4.00 in . Flange Thickness 0.188 in Web Thickness 0.188 in — PLATE DESIGN -- Min. Required Thickness 0.704 in Plate Analysis Method 3 Tension Force per Bolt : 0.00 k Bearing Stress 916.67 psi Allow Bearing... Per ACI 10.15 3570.00 k Per AISC 1.5.5 2100.00 psi Max. Plate Capacity for Allowable Bearing—% 75.60 k r LMIL MIYMLIJIJ Actual Plate Thickness : 0.750 in Max Allow Plate Fb 37.50 ksi Actual fb 33.05 ksi e (c) 1983-96 ENE:TALC — kw0601922 Ju 1 -07-97 03 : 49P Un i-t.Qd Greenhouse 608 884 6137 P . 01 Date 7` ` T- _ Page 0f lJ{�IlTEC� Memo / FAX Coversbeet !:GREENHOUSE United Greenhouse Systems, Inc. SYSTEMS. 708 Washington Street • Edgerton, Wisconsin 53534 INC. Phone 1-800-433-6834 or (608) 884-8941 Fax (608) 884.6137 From. Amv4 --� . Fax: ;' Q� s /'ri 0-5�- rue , cA rz t c r 5 w l't l �ti Flo for v� , Ju 1 -07 -97 03 : 49P ' Un i tad Cr-c--eril-iouse 608 884 6137 F.O2 JUL 07 '97 03 44P1.1 ALLIED TUBE HAPvE,t' ALLIED TUBE 6 CONDUIT MECHANICAL TEST REPORT CUSTOMER; M67589 UNITED GREENHOUSE SYSTtMs PRODUCT SPECIFICATIONS ASTM(LATF.sT. R1a'V. ) ATC: 50,000 YIEI,D DATE DATE !'map ?j,RT 114,r. QIZZIPTIOiI f�Rtt�7l10ED ►ART NO• D. RIATlg41 4/i5/47 70-2820 S4 2 49 2.000 ib ".6" v 59 FINISHED PRODUCT PROPERTIES DIA. OR WIDTH TriICYNESS U.T. S Y. S. IN FN YIP SI KPSI 2TN BIN 2 . Ooo . 0610 70. 3 59 .3 42 .- —' . 0 ---_.—.------------------- �Y�w��u.rM���rr�__w__w—__—r.1•►O J.v.s�—..__.�_w wwa...._.�—__.. RAW MATER.IAI. PROPERTIES U.T. S . Y. S. %E. COIL,$` IiEATO ^ _ %C 9CMn xP %S KI�SI KFSI 2Ib . 600 .000 . 000 . 000 . 0 :0 .0 We hereby certify The Above is correct as cont8ined in tht records of the corpontion. TERMS AKp D1TIONS 2f $ALI This report is for infotmetfon ,. purposes only. Allied salts only on the tenon and corditiom set torth in its quotation erhi ackmwlad9onnt forna. ' tue4lwrr INIC4MAttoif All werrsntioo mode by Allied Tube R Cwzsjit on its produeta arst all eppilcoble warranty li,nitations, ditc4isnrs and other InformatloA reserdiny w4rcenties are containvii sAclvsively in Alliedro gwxv%tpn.ana aekr+a_wlpdyamenT form, ore available upon rest. Nvthing-contained heroin shop give rise to or a-a" u'..' ispivas d_a+_' i _ warrancfes or any dlaeleiaors or limitation thereof. - MET. ENO. APPkOVAI 4- 2ala')"6�"' QC APPAOVAL: �-7 <� 1tTR-01 REV A Rotation "Resistant Wlre�-ijape apocfully dotignod for uoo whet* minimal iota:" isnofng 14t uei and minimize rotation. trot the 19 x y and �'x'1 ' . Ionl.flopos nchlovo rotallon r*slslan►p►o ottiraS by oonitlrupt o tr rotation may odour Ii 1110 raAo thfo0 ho n t01td1 , CQrp W111t a COUn10fCi0okwis0 tlNltl And,the 0lllti7 Yo aYald ih06 to eo Should bo used w I (1 doat¢gnTaatO/'� , ,(a c.kwlao twist. Tho two fayom dovolop oounle tbtl•, ilia of bteaking sstronIth. . ; ' 9 Cotistration Js �s:k � l 6 x lb---lwAc--•ExTnA IMPROVdq pt,OauAlly1kd1�M1i ptabie to cranoS with oxtondod boomtr give yardTalm'—Wiross oto proformod. t3rooldn ittroth utility crane conforms to 1110 lateal rovielon olepplloliblo For• ApplloatioriS Inoludo light holsllna, hes;vy holill+tqr drit!'tmiil S1�oailicnt'on All-W410, drums and shoavos. .t3ruokfnq . Slronn! 1 NaTIPOOT Chnreotoritrttos} �7ta. Lbt. No. 1.40 BO.99 . 100•U o' •13.200...•..34S6T11.....$1.60 81,06 . . �1.1 Abrasion . a�.....23.40P......345ST13..... MOD 1,79 IA9•: alrenglh Ilealslanoo Flexibility6118flho :o ••,..30.200......3455T1S..... 2.77 2.00 : Iles. f�etls[siaoe Very 09od Oood Vory flood good 19 x 7 Construction . , 10'-x 7•--STLIOL-SVIAND.Btpakin shonglh-conlorrns 10101041 pr,o,eklri covition of Fodoral Spocilicalion f OV-410. Improved-Plow,Gt601•�• Mod in sower, subwa nhd_:aiino sliafl work whom roo food Is S1renfl�h-''` '` N9T1FO'0T' •' Y� 1)la. t.b:c . .1M6, 1.49 . 50�99•.. 100•U ;nr,l ouspondod on a single port lino. and Ste, linos for ou or rod and 1 PROVED.PLOW a3TEEL p Meng, Shoo !?" and nsnallor usod opp warohQQuso olooldo holate. Oho` 2,840......069OT14 $0 89 $0 74 SO 6t Id f rjta imptovod Plow fktool"Good faltgiro rositilenc0. (dual lot ox• 1,4••;; 6.020......3690TIS..... 1,09 . .90 ,12 1��rtd.'iblo boom orAlios, loop quarry hoTTttlinge and tower stands, �•to••„ 7,800•,....3690T16...,; 1.:l7 . ,1.13 1.04 Cltaraclorlsllce e`,.,11,180......3690T17...., 1.42 1.17 1.04 ......3690Ti 9..:,: 1.80-. 1,49• • tar ----------� 9,ie..24,800......3690T21..,.. 2.04 1,08 1.;$ r1:il Abrasion corrotlon ID',,,30,000. ....3890T22..... 2.41 ' -1.09 1," Strongth Rooistenco Floxlbilily Hoslslanco HXCTRA IMPROVED PLOW BTHUL • •• Modorato Modorato, , Modorato Good 1.1041 3,140......3519T31..,,,t0.07 69,73 S0,11 i< ,,, 6.640....,,3f M32,,,,, 1.09 s - itG 8.000......3SIPT33 A0 'M Good Modoato Modorato Oood 1, .,, , ...... 40 1 1..0 1,11 - Galvanized Steel Aircraft Cap le Aroaking tlronpth contarmt to la to$Irovltlonof �• ®� Fedorsl Speol(Icatlon MIt�W•43420, All wlro rop�3 0alvanized Wire Rope Quide 1;�®� l lof p " t� have oxco loot strength. 1 x 19 Is Slid tlronoesl of iIxecJ wlro toed is used whom atmosphorlo oondlllono the throe types, followed by 7 x 19 send Ilnally7 x7 trio bddod-ritmection of a corrosion tooistnnt coollnQg of 0® 0 4 with the lowest tlronplh, Iho wiros. Zinc coallnus aro ot:norally loss corrosloil ®®�� Brosklny ant than nlnlnloco stools. Strength NET/FOOT a wlte ropo Ir nvofinble In a varloly of constructions to S X i9 01a, Lbs. • No. 1.90 100.20D 300•l1F ppilcallon to qulrori%onts llt.al are ns vatted as guying, Sin b �IONFLEX 1 x19---811•10MI 8TRAND, and Ilphl liatcllnp Strand a"•,•. 105......3ASOTS1 4•.$0.03 s}0,0k OM joellno or Oolvaniting is applio,d'ovor the following tftroo tu•..;. �°�375......34SOTS2 6 e,. .04 ra0gg ..p materials,, Iron, aloof, and improved Plow Stool, �o' b00 ; 3480T13e..,., Al .d9 a"—A rolallvoly itoxibto modoralo strongth material ideal = s a'.,,, 1,200•,,...34SOT14o..,,. .12 .09 .0 and soixln0 1n malllno diamolors and OuyinO In taroor e e _ $ �•.,.,, 2,100......3450T1Se.,,;, . .17, .13 ors. �a .,,, 3.300......34SOT10e,, • •18'' 412 ,1 -uL---A tototivofy strong mntartal Idonl*for a wido rango of a•E� �� /ta' 4 700:.....3460T17e...;. .01 .95 A ?tc.allons, e v Vc'.... 8,200....,,.34SOT190..... .60 140 i OVED PLOW STEEL (IPS}---Provldos approisimaloly 16% FLUXIBLU 7x7-•-STRAND 00AU6 strongth Ilion Standard, stool matedale, An oxcollenl • 7 X 7 s'.... 480.,....34SOT24.,......$0.17 0.14 $0.1 vrhere additional strength is required. x•.... 920.......34SOT28....,.. *20 ole 419 constructlod Is ovpflabto In two different olas*4as:one (rand V. , , 11700......34SOT269....; .26 .22 •1 ors -only tho broakin99 strongth •requiromonto of,.a deral sisi'.... 2.600..:...34SOT29e...,. =;.3.1 . .. .27 .1 Icallon fAll=1Y�0 420•and the olhor la a'fuil•oom IMnoo 3700 34SOY31e...., -<r a : o ...... 1:. : .a0 .t t ► ofwi►o r6po thatl oaf's all of"the to utremenisgflhp..' {r }�= { } 4':(:.. {{ ! ry q 6104 34ai0 32e ..• : .81 -:�;: 44� tadaral fpoollloellon.To Indot iho full lodoral st►Ao lilott•. 1 } f XTHA•f1LHX 7xIo1-- T111��JD 00Rn! roquirottionle,MOM thorough qualitytoontrot tooling as well {}!yY=s�}s{} :•.... 1.000•.....34SOT37,,...i•50.28 $6.24 50•I ,► M(strolch (actor and htghor fetiguo roalstanoe pro pro. •• ��,{'?•'� •�...• 9.000,,....34$OY3tl' .42 ••t �. Also all Mll•W83420 lodoral tpoolllcallon galvanhad 'r.'r� x ...345OT39.,.,.., As •t s lubrlcatod riot to thlprnont. . Ise ...3 b0T 1i...,,n 94 •? . : • 7x19 44 qq .Ws All oporaling'wire ropo: should be lubrlontod, >< .." . ......34 SOT A2,....,. 8lfand Cole 4' :... rr000,d..o046OT43.rr,:••. .�� .6606 ' .... ... ...,,±f460Y46 ,�,..r Characlorlelioa ••1••• ......3460Y46.,•:... Af ::NMI a' i �-�•. A•ftt.ax�x 19•-49 RANf7 0d1111-1, fe �hr uvudn _ 1 33326 $03� Abrasion 00troalori..... nn . •nut evols, y alrongll«l' A68lnlanoo Flaxlblillk"". 2, .....,333US � ..a flAtitlano® .u.. „nn. o`t� ',.1tQ0 . ^.�.. a .c t t1 Uxaollont Vory'Aood t.pv,► Vary flood s'.,.. 4.12t 1•:r .-•-••..•--... «n.-+a.+r.r.�•.,.+ .�..v�r�.r�«wr+.,,wr�.+• ...r.w«+-�+-.w+..--.r. !'•�.. �,pppppg,nu.33 .GY'66�.u.�n •o �.°• :'" M-%�d f x 7 uxooflonl flood Good Very Oood 'J..,, 7,000„n..33 2Y lu lticaotfont Oood V 000d Very Qpod RY ,: P. . ..�.�, o Guppilo n K don r�ltrotto on u ofaoos not conform 16 odoraf N, 4!�! y' 4481 N� SrYi..'z�tzt r�"s, �„I y. ,s- s �- -.. x->+ e.i `is a �a• -a - a % (3r-..L. "<<' 9y#�zt„l�.,`i,�`:GalNZ^ar�svi'•"Nl' '� 4r`zti�-' ri�:.;x.t-Ys .( C-tY;T •s25 <nsil�:. : C,';�s�'t s__-«,r i h>:°r S {.t.(z x ,...t:n- rW..a,4 ,hi,: �. r� .r; J'r:,a=..r `.•�? h +-;�i:;�r .5.> +L�.'3:_+.. #�. t,...�"'Y Sz: e rr �i >rr{� •t3 F.' 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["+ 1Y ..e` t�i�'{ 4..M'G��^tl:���� �=�-'f l�� .�#�L f�i�+f ,Ly i _1,1, ii t pr aj yY ? •�4, !in1R,MtiZ ��i ��}�� I��w.fiw �. i• 11 1 am ::,.•7 v:X: r 1 :� ,+ tv4 - 4st i b^'.Yr.-x+ ats, 3iv i.t r {.r, ?':yit•�^i ; �. t.Y•,y t:r X;�'iR: t'S yY; 'r s{, L.t _ lir 2 rs:,yz[F >s,< sa.�+: ,�-^-. {'Yh.�•Sl .. '�'1'f [l d K.'X:'b'1r k a �.,-� L- J�„t.. .V �•r t ,y i �3' t s:• •s • s tEquivalent Gjkugod 26 24 p � • ? i 122 i t 1 1 7 0 �' rY sr X rj y i1 i 1 1 , 5 .i �, �rr� ! ✓.1`rF�-•? .� .�._ Y•.j h. 'i7{+` .�+tii na kit ir,VF'I'i�K kr _ :�F�A!'�•y�"' �7.�%:n�-,:res,L�t•�t�-,"'v,Y�wEae1:��s: S''�- �.arir:�M 1 ._..--_..... .---- - _._.... _... . ...... 1�anual of STEEL CONSTRU" TION Allowable Stress Design eszgn . NINTH EDITION American Institute of Steel Construction, Inc. `Sti�J ays� 1 East Wacker Drive, Suite 3100 o Chicago, Illinois 60601 I FCCNDED�9ti, -3, `V Yin Table C-:36 Table C-50 Allowable Stress -Allowable Stress For Compression Members of 36-ksi Specified Yield Stress Steela For Compression Members of 50-ksi Specified Yield Stress'�§teela.b Kl F. Kl F, F. F. KI F, KI F. KI F, KI F. KI F, W F, .1 r (ksi) r OCQ r r (ksi) r (ksi) r (ksi) r (W) r (ksi) r (ksl) r (ksi) "'T 00 1 21.56 41 19.11, 81 15.24 121- 10.14 161. 5.76 1 29.94 41 25-69' 81- 18.81 121 10.20 .61 _v 2 21.52 42 19-03 82 15.13 122* 9.99 162 5169 2 29.87 -42 25.55 82 18.61 '122 10M 11'62 SJ�6 69 CD 3 21.48 43 18.95 83 15.02- 123 9.85 163 5.62 I 3 29.90 43 25.40 83 18.41 123 9.87.,_ .'.1 63- 5.62 4 21.44 44 18.86 84 14.90 124 -.9.70 164 5.55 4 -29.73 44 25.26 84 -18.20 124 9.71 .164 5.55 5 21M 45 18.78 M 14.79 125 9.55 165 5.49 5 29.66 45 25.11 85 17.99 125 9.56 "TO 5.49 . 6 21.35 46 18-79 86 14.67 126 .9.41 166 5.42 6 29.58 46 24.96 86 17.79 126 9.41 16.6 5.42 7 21.30 47 18.61 87 14.56 127 9.26 167 5.35 7 29.50 47 24.81 87'. 17.58 127 9.26 N67 sm 8 21.25, 48 18.53 88 14.44 128 9.11 168 5.29 8 2S).42 48 24.66 88" __17.37 128' 9.11 168 5.29 9 21.21 49 -18.44. .89 14.'32 129' 8.97 169 5.23 9 29.34 49 24.51 89 17.16 129 8.97 169 5.23 10 21.16 '50 18.35 90 14:20 130 8.84 170 5.17 10 29.26 so 24.35 .90 16.94 Im 8.84 170 5.17 11 21.10 51 18.26 91 14.09 131 8.70 171 5.11 11 29.17 51 24.19 91 16.72 131 -8J0 171 5.11 12 21.05 52 18.17 92 13.97 132 8.57 172 5.05 12 29.08 52 24.04 92 16.50 132 c2 8.57- 172 5.06 13 21.00 53 18.08 93 13.84 133 8.44 173 4.99 13 28.99 53 23.88 -93 16.29 133 8.44 173 4.99 14 20.95 54 17.99 94 13.72 134 8.32 174 4.93 .14 28.90 54 23.72 94 16.06 '134 8.32 174 4.93 .5 20".89 55 17.90 -95 - 13.60 135 8.19 175 4.88_ -15 28.60 55 23-55 '95 15.64 135 .8.19 175 : 428 16 20.83 56 17.81 96 136, 8.07 176 4.82 16 28.71 56 23.39 96 15.62 136 8.07 176 4.82 17 20.78 57 17.71 97 13.35 137 7.96 177 4.77 17 28.61 -57 23.22 97 15.39 131 7.96 177 4.77 18 20.72 58 17.62 98 13.23 138 7.84 178 4.71 18 28.51 58 23.06 98 15.17 .138 7.84 178 4.71 19 20.66 59 17.53 99 13.10 139 7.73 179 4'66 .19 28.40 59 22.89 99 14.94 M 7.73 179 4.66 20 20.60 60 17.43 100 -12.98 140 7.62 180 4.61 20 28.30 60 22.72 100. 14.71 140 7.62 I80 4.61' 21 20.54 61 17.33 101 12.115- 141 7.51 181 4.56 21 28.19 61 22.55 101 14.47 141 7.51 181 4.56 22 20.48 62 17.24 102 12.72 142 7.41 182 4.51 22 28.08 62 22.37 102 14.24 142 7.41 182 4.51 23 20.41 63 17.14 103 12.59 143 7.30 183 4.46 .23 27.97 63 22.20 103 14.00 143 7.30 183 4.46 24 20.35 64 17.04 104 12.47 144 7.20 184 4.41 24 27.86 64 22.02 104 13.77 144' 7.20 184 4.41 25 2028 65 16.94 105 -..-'12.33 145 7.10 185 4.36 25 27.75 65 21.85 105 13.53 145 7.10 185 4.36 26 2022 66 16.84 106 12.20 146 7.01 186 4.32 26 27.63 66 21.67 106 13.29. 146 7.01 186 4.32. 27 20.15 - 67 16.74 107 12.07 147 6.91 187 4.27 27 27.52 67 21.49 - '107 13.04 147 6.91 IV • 4.27..-: 28 20.018 68 16.64 108 11.94 148 6.82 188 -423 28 27.40 68 21.31 1108 12.80 148 .6.82, 188 423 29 20.01 69 16.53 109 11.81 149 6.73 189 4.18 29 2728 69 21.12 '*109 12.57 140 6.73 189 4.18 3or 19.94 70 16.43 110 11.67 150 6.64 190 4..14 30 27.15 70 20.94 .110. 12.34 150 6.64 190 4:14 31 19.87 71 16.33 Ill 11.54 151 6.55 191 4.09 31 27.03 71 20.75- 111 12.12 151 6.55 191 4.09 1 32 19.80 72 1622 ' 112 11.40 152 6.46 192 4.05 32 26.90 72 20.56 112 11.90 152 .6.46 192' 4.05'. 33 19.73 - 73 16.12 113 11.26 153 6.38 193 4.01 33 26.77 73 20.38 113 11.69 153 6.38 193 4.01 34 19.65 74 16.01 114 11.13 154 6.30 194 3.97 34 26.64 74 20.10 114 11.49 1.54 6.30 194 3.97 35 19.58 75 15.90 115 10.99 155 6.22 195 3.93 35 26.51 75 19.99 115 11.29 '15e 6.22 195 3.93 36 19.50 76 15.79 116 10.85 156 6.14 196 3.89 36 26.38 76 19.80. 116 11.10 I5P F..i !1Pi n 37 19.42 77 15.69 117 10.71 157 .6.06 197 3.85 37 26.25 *.6-1 07 10.91 167 6.06 197 3.85 .3 38 19.35 78 15.58 118 10.57 158 5.98 198 3.81 38 26.11 78 19.41 .118 10.72 158 5.98 198 3.81 11 39 1927 79 15.47 119 10.43 159 5.91 199 .3.77 39 25.97 79 19.21 119, 10.55 159 5.91 199 3.77 1 40 19.19 80 15.36 120 10.28 160. 5.83 '200 3.73 40,. 25.83 so 19.01 120 10.37 . 160. 5.83 200- 3.73 1 aWhen element width-to-thickness ratio exceeds noncompact section limits of Sect 135.1,see &yam element wktth-to-thickness'ratio exceeds noncompact section limits of Sect.B5.1, Appendix 135. 'Values also p see Appendix B5. i; _21�icabie for steel of any yield 5ML�39 ksL Note.V. 107.6 Note:C. 126.1 AmMICAN LNMrJ=OF STEM CONymtcnoN V. AND TH EADEU NAR`i 5 ; ;- E�vL�.TS, i I�RL`tAbEG rhR10 AND r-ci�i� � ASTM Specifications - Shear __ r Allowable load in kips TABLE I-C. MATERIAL FOR ANCHOR BOLTS t �� AND TIE RODS AB I-D. SHEAR ; Strength,Ksl •Maximum Headed ; Nominal D`+@me�d,in. ASTM Proof Yell - Tensile Diameter Type of or ` ASTM seam Fble Fv Load- ''4 7/s 1, 11/6 11/4 1% 11/2 SpecifirAtion ) Material ? - ype, Type° ksi ing* Area(Based on Nominal Diameter)in? Load (Min. (Mitt.) In. Unheaded ( nation T .3068 1.4418 1.6013 :,749.: -.9940 1227 1.485 1.767 A307 - - r60 4 C H t A307 - STD 10.0 S 3.1 4.4 6.0 -7:Q:''9.9 12.3 14.8 17.7 NSL D 6.1 8.8 112.0 16.7. 19.9 24.5 29.7 35.3 A325a 85- -.----92- 120 1/2 to 1,incl. C,QT H STD 17.0 S 522 7.51 10.2 3.4 16.9 20.9 252 30.0 74- a81-.- • 105 11/s to 11/2 incl. SC• D 10.4. 15.0 20.4 2671. `33.8 41.7 50.5 60.1 Class OVS, 15.0 S 4.60 6.63 9.02 11.8 14.9 18.4 22.3 26.5 A354 Gr. BD 120-- 130 --•150 1/4 to 21/2 Incl. A,QT H, U A SSL D 9.20 13.3 18.0 23.6 29.8 36.8 44.6 53.0 f 105• 115 140 ver 21/2 to 4 incl. ! ei„ LSL 1.2.0 S 3.68 5.30 7.22 9.42 11.9 14.7 1.7.8 21.2 t D 7.36 10.6 14.4 18.8 23.9 29.4 35.6 42.4 A354 Gr.BC 105- 109.--•125-� 1/4 to 21/2 Incl. A,QT H, U N STD, 21:0 S 6.4 9.3 12.6 16.5 20.9 25.8 312 37.1 ' 95 99 - -115 vet 21/2 to 4 incl. NSL - D 12.9 19.6 25.3 33.0 41.7 51.5 62.4 742 j 9 X STD, 30.0 S 9.2 13.3 18.0 23.6 29.8 36.8 44.5 53.0 A449 85. 92 -120->1/4 to 1 incl. C,QT H, U NSL D 18.4 26.5 36.1 47.1 59.6 73.6 89.1 106.0 STD 21.0 S 6.44 9.28 12.6 16.5 20.9 25.8 312 '37.1 74 81 105 1 Ma to 11/2 incl. i D 12.9 118.6 125.3 33.0 1 41.7 51.5 62.4 742 55 58 90 1�.'to 3 incl. i Claasss OVS, 18.0 S 5.52 7.95 10.8 14.1 17.9 22.1 26.7 31.8 A SSL D 11.0 15.9 21.6 28.3 35.8 44.2 53.5 63.6 A490 120 - 150 1/2 to 11/2 incl: A,QT H A490 LSL 15.0 S 4.60 6.63 9.02 11.8 14.9 18.4 22.3 26.5 D 920 13.3 18.0 23.6 29.8 36.6 44.6 53.0 A637 - 105 150- V.to 3 incl. A,QT, NT U N STD, 28.0 S 8.6 12.4 16.8 22.0 27.8 134.4 41.6 49.5 i v NSL D 172 24.7 33.7 44.0 55.71 68.7 832 99.0 36 8 C U ` X STD. 40.0 S 12.3 17.7 24.1 31.4 39.8 49.1 594 70.7 NSL D 24.5 35.3 48.1 62.8 79.5 98.2 119.0 141.0 A572 Gr.50 - 50 2 HSLA U A502-1 - STD 17.5 S 5.4 7.7 10.5 13.7 17.4 21.5 26.0 30.9 D 10.7 15.5 21.0 27.5 34.8 42.9 52.0 61.8 A572 Gr.42 - 42 60 6 HSLA U i f A502-2 - STD 22.0 S 6.7 9.7 13.2 17.3 21.9 27.0 32.7 38.9 A588 - 50 70 To 4 incl. HSLA,ACR U A502-3 D 113.5 19.4 26.5 34.6 43.7 54.0 65.3 77.7 1 A36 N STD 9.9 S 3.0 4.4 6.0 7.8. 9.8 12.1 .14.71 17.6 - 46 67 over 4 to 5 incl. { (F„=58 ksi) D 6.1 8.7 11.9 15.6 19.7 24.3 29.4 35.0 =I - 42 63 over 5 to 8 incl. X STD 12.8 S 3.9 5.7 7.7 10.1 12.7 15.7 19.0 22.6 D 7.9 11.3 15.4 20.1 25.4 31.4 38.0 452 °Available with weathering(atmospheric corrosion resistance)characteristics comparable to ; a. A572,Gr.50 N STD 11.1 S 3.4 4.9 6.7 6.7 11.0 13.6 16.5 19.6 ASTM A242 and A588 steel. (F„=65 ksi) D 6.8 9.8 13.3 17.4 22.1 272 33.0 392 Cis X STD 14.3 S 4.4 6.3 8.6 11.2 142 17.5 212 25.3 �10 = carbon m D 8.8 IV 17.2 22.5 28.4 35.1 1 42.5 50.5 QT = quenched and tempered 15 A588 N STD 11.9 S 3.7 5.3 `7.2 9.3 11.8 14.61 17.7 21.0 A = alloy + (F„=70 ksi) D 7.3 10.5 14.3 18.7 23.7 292 35.3 42.1 NT = notch tough(Charpy V-notch 15 ft-lb.@ -20°F) t X STD 75.4 D 9:4 13.6 18.5 24.2 30.61 37.81 45.7 54.4 HSLA = high-strength low alloy } ACR = atmospheric.corrosion-resistant °SC=Slip critical connection. °i., ximum(ultimate tensile strength) I N:Bearing-type connection with threads Included in shear plane. X:Bearing-type connection with threads excluded from shear plane. Notes: °STD: Standard round holes(d+Vis In.) OVS:Oversize round holes ASTM specified material for anchor bolts,fie rods and similar applications can be obtained LSL: long-slotted holes SSL:Short-slotted holes from either specifications for threaded bolts and studs normally used as connectors or for NSL: Long-or short-slotted hole normal to load direction structural material available in round stock that may then be threaded.The material supplier (required In bearing-type connection). should be consulted for availability of size and length. + F Single shear at Double shear. For threaded parts of materials not listed,use F,.=0.17F„when threads are inducted in a shear Suitable nuts by grade may be obtained from ASTM Speciticafion A563. ! plane,and F,.=0.22F„when threads are excluded from a shear plane. Anchor bolt material that is quenched and tempered should not be welded or heated. I To fully pretension bolts 1144n.dia.and greater,special Impact wrenches may be required. 5readed rod with properties meeting A325,A490 or A449 Specifications may be obtained When bearing-type connections used to splice tension members have a fastener pattern whose length, 13v;3,4 use of an appropriate steel such as AISI C1040 or C4140,quenched and tempered measured parallel to the line of force,exceeds 50 in.,tabulated values shall be reduced by 20%..See ap ( ) q P � AISC ASD Commentary Sect.J3.4. aster fabrication. CFS CENTRAL FASTENER TEL :407-2g3-4834 Jun. 13 ►96 14 :01 No - 005 p.01 1Fe FASTENER ID.ENTIFICATION MARKINGTEOHN1 A5 I -_ _ DAT on Fasteners, International organization for Stelh- worked on an updating of Its B-122 realefted.ln dardlzation). The majority of the member coun- . early 19.87. tries agreed. that publication of an internatloftttl listing of,manufacturer.markings would be a sig- nificant contribution and USA was invited to be in 1987, The American Soclety of Mechen- the ctistodlan. As a first submittal, the EurOP00in ' ical_Englneera accepted responsibl111y to," ;:;.• . industrial Fasteners Institute published, in 1983,a, collate and publish a listing Wworld-wide fss enor compilation df the marking,symbols used by the manufacturer markings. In July 1937 ASMe.pub- fastQner manufacturers in 12 European countries, ilshed a first edition of "A Guide to the Markings IFI,ir1 oonjurictlon with FASTENER TECHNOLOGK of Fastener Manufacturers" and it plans to .up. 1bbte 2 Grade identlflcation Markings for Popular Grades of.Carbon Steel Externally Threaded.Fse'Rohers ArAde Proot Tenants. NfardrieNs Identtrloptitiri Specitication Materiai Nominel Site Load Strength RIDOXi".11 �4.0` Marking !n, Sk41 o kol Min. -�tAax• Note SAE J429 • Grado I' Vi thru.i W 33 60 070 MOD* V4 thru 3/155 74 B80 B10d SAE J429 Grade 2 Low or Medium over 3/4 thru 1'/c 33 .00 B70 too ' ASTM A307—Grade A Carbon Steel V4 thru 4 — 60 889 6100 NO MARK ASTM A307—Grade© V4 thru 4- — 60 min 060 (39.5.. --- too max • SAE J429'— Grade 5 Medium Carbon Steel, V4 thru 1 85 120 026 •034- ASTM A449--Type 1 Ouonchi0 and. over 1 thru i�/� 74 106 Ci$ C30 . =— ASTM A449--Type 1 Tempered over We thru 3 55 00 103 235 , ..3 Low or Medium Carbon F SAE J429—Grade 5.1 Steel,Ouenched and No.6 thru 1/: 85 120 02$' . C40 d Tbmpeted SAE J42D--G►ado 5.2 Low Carbon Merlenelte C26" .(W. Steel,Quenched and Vi thru 1 95 120 C2S ASTM A449—Type 2 Tempered Medlurn Carbon Steel, ASTM A325•-Type 1 Quenched and 6 Tempered Low Carbon Martonoile W thru 1 85 120 ' G24`° `00` ' A325 ASTM A325--•Type 2 Stool,Ouenchad and over 1 to 11h 74 105 019 031 • - ibinperad Almoopherlo Corrosion 1192b AVIA A325—Tipo 3 Robletonl SI0e1, 8 Oumched and Ybrnperbd CFS Version 2 .21 Section: HAT-18GA Rev, Date 04-08-1997 Rev, Time 19:26:03 i Rev. by `- Phone .: Fax Section Input Yield (Fy) 33 . 000 Unit Weight 3 .•4000 Ultimate (Fu) 40 . 0,00 One Inch = 1. 0000 Modulus (E) 295004000 Cw Override ' 0 . 0000'• J Override 0. 0000 Part 1 Thickness 0 .0480 18 Gage' X=0 .000, Y=0 . 000 Length Angle Radius Web k Hole Distance 0 .375 270 . 000 0 . 0625 No 0 . 00 0 . 000 0 .188 0 .750 0'. 000 0 . 0625 No 0 .00 0 . 000 . 0 .375 2 .500 90 :'000 0 . 0625 No 0 . 00 0 . 000 1.250 1.500 0 . 000 0 . 0625 No 0 .00 0 . 000 . 0. 750 2 .500 -90 . 000 0 .0625 No 0 .00 0 . 000 1.250 0 . 750 0 . 000 0 . 0625 No 0 . 00 0 . 000 0 .375 0.375 90 . 000 0 . 0625 No 0 . 00 0 . 000 0 .188, a . ' CFS Version 2 . 21 Section: HAT- 18GA Rev. Date 04-08-1997. E Rev. Time 19 :26 :03 Rev. by Phone Fax Full Section Properties Area 0 .39548 Wt. 1.34464 Width 8 .23924 Ix 0 .34323 rx 0 .93160 Ixy -,0 . 00000 Sx(t) .0 .25978 y(t) 1.3212.3 Alpha 0 . 0001 Sx(b) 0 .29118 y(b) 1.17877 Iy 0 .27490 ry ,. 0.83372 X0 -0 . 00000 Sy(1) 0 . 18932 x(1) 1.45200 Yo 2 . 01630 Sy(r) 0 .18932 x(r) 1.45200 jx 0 . 00000 jy -2 . 1380-1 11 0 .34323 rl 0 .93160 12 0 .27490 r2 0 .83372 IC 0 . 61813- rc 1.25019 Cw (: . :: G889 10 2 . 22595 ro 2 .37243 J 0 . 0003;,373 Fully Braced Allowables Compression Positive Moment Positive Moment Pacj 6 .36423 Maxo 5.51909 Mayo 4 .27845 Ae 0 .36964 Ixe 0.34323 Iye 0 . 27490 Sxe (t) 0.25978 Sye (1) 0 . 18932 Tension Sxe (b) 0 .29118 Sye (r) , 0 .18932 Ta 8 .15326 Negative Moment Negative Moment Maxo 5 .51909 Mayo 4 .27845 Shear Ixe 0 .34323 Iye 0 .27490 Vay 0 . 00000 Sxe (t) 0 .25978 Sye-(1) 0 . 18932 Vax 0 . 00000 Sxe (b) 0.29118 Sye (r) 0 . 18932 r CFS Version 2 .21 Analysis : CFS1, Rev. Date 04-08-1997 Rev. Time 19 :46 :16 Rev, By Phone Fax Section Start End Rev. Date Rev.Time Rev. By HAT-18GA 0 . 000 117 . 000 04-08-1997 19 :26 : 03 Axial/Bending Check at, 58 .500 Kx = 1. 000 Ky = 1 . 000 Kt = 1 . 000 Lx = 117 . 000 Ly = 24 . 000 Lt = 24 . 000 Cbx= 1 . 000 Cby= 1 . 000 Cmx= 1 . 000 Cmy= 1. 000 Section HAT-18GA 04-08-1997 19 :26 : 03 Loads : P Mx Vy My Vx Total 0 . 0000 5 . 6467 0 . 0000 0 . 0000 01. 0000 Applied 0 . 0000 5 . 6467 0 . 0000 0 . 0000 0 . 0000 Allowed 3 .7659 5 .4984 0 . 0000 3 . 9789 0 . 0000 Ae = 0 .39548 Ixe = 0 .34323 lye = 0 . 27490 Sxe (t) = 0 .25978 Sye (1) = 0 .18932 Sxe (b) = 0 . 29118 Sye (r) = 0 . 18932 . AISI Interaction Equations i C5-1 (P,Mx,My) 0 . 000 + 1 . 027 + 0 . 000 = 1 . 027 C5-2 (P,Mx,My) 0 . 000 + 1 . 027 + 0 . 000 = 1 . 027 C3 .3-1 (Mx,Vy) 1 . 047 +****** =****** C3 .3-1 (My,Vx) 0 . 000 �59MW _ ) -� :tom+ CFS Version 2 . 21 Section: HAT3X060 Rev. Date 04-1.0-1997 Rev. Time 20 :14:30 Rev. by Phone Fax Section Input Yield (Fy) 55 . 000 Unit Weight & 3 .4000 Ultimate (Fu) 65 . 000 One Inch = 1. 0000 Modulus (E) 29500 . 000 Cw Override 0 . 0000 J Override 0 . 0000 Part 1. Thickness 0 . 0600 16 Gage X=0 . 000, Y=0 . 000 Length Angle Radius Web k Hole Distance 0 .440 270 . 000 0. 0938 No 0 . 00 0 . 000 0 .220 0 . 750 0 . 000 0 . 0938 No 0 . 00 0 . 000 0 .375 3 . 000 90 . 000 0 . 0938 No 0 . 00 0 . 000 1 .500 1 . 875 0 . 000 0 . 0938 No 0 . 00 0 . 000 0 . 938 3 . 000 -90 - 000 0 . 0938 No 0 . 00 0 . 000 1 . 500 0 . 750 0 . 000 0 . 0938 No 0 . 00 0 . 000 0-.375 0 .440 90 . 000 0 . 0938 No 0 . 00 0 . 000 0 .220 z Full Section Properties Area. 0 . 57458 Wt . 1.95357 Width 9 .57632 Ix 0 .70534 rx 1.10796 Ixy -0 . 00000 Sx(t) 0 .46250 y(t) 1.52507' Alpha 0 . 0600 Sx(b) 0 .47822 y(b) 1.47493 Iy 0 .55225 ry 0. 98037 Xo -0 . 00000 Sy(1) 0 .33932 x(1) 1.62750 Yo 2 .56408 Sy(r) 0.. 33932 x(r) 1.62750 jx 0 . 00000 jy -2 . 71867 I1 0 .70534 rl 1.10796 12 0 .55225 r2 0 . 98037 Ic 1 . 25759 rc 1.47943 Cw 0 . 41145 Io 5 . 03516 ro• 2 . 96027 J 0- 00068949. a .. CFS Version 2 .21 Section: HAT3X060 Rev. Date 04-10-1997 Rev. Time 20 :14 :30 Rev. by Phone -_ Fax Fully Braced Allowables Compression Positive Moment Positide Moment Pao 14 .3496 'Maxo 15 .2624 Mayo 10 .8914 Ae 0 .50006 Ixe 0 .70534 Iye 0 .54300 Sxe (t), 0 .46250 Sye (1) 0 .33731 Tension Sxe (b) 0 .47822 Sye (r) 0 .33004 Ta . 18 . 9611 v . Negative Moment Negative Moment Maxo 15'.2624. Mayo 10 .8914 Shear Ixe 0 .70534 Iye 0 .54300 Vay 0 . 0.000 Sxe (t) 0 .46250 Sye (1) 0 .33004 Vax 0 . 0000 Sxe (b) 0447822 Sye (r CFS Version 2 .21 Section: HAT4X060 Rev. Date 04-08-1997 Rev. Time 20:02 :33 _r Rev. by Phone Fax Section Input Yield (Fy) 55 . 000 Unit Weight 3 .4000 Ultimate (Fu) 65 . 000 One Inch = 1. 0000 Modulus (E) 29500 . 000 Cw Override 0 . 0000 J Override 0 . 0000 Part 1 Thickness 0 . 0600 16 Gage X=0. 000, Y=0 . 000 Length Angle Radius Web k Hole Distance E ` 0 .440 270 . 000 0 . 0938 No 0 . 00 0 . 000 0 .220 0 .750 0 . 000 0 . 0938 No 0 . 00 0 . 000 0 .375 4 . 000 90 . 000 0 . 0938 No 0 . 00 0 . 000 2 . 000 2 .188 0 . 000 0 . 0938 No 0 . 00 0 . 000 1. 094 4 . 000 -90 . 000 0 . 0938 No 0 . 00 0 . 000 2 . 000 0 .750 0 . 000 0 . 0938 No 0 . 00 0 . 000 0 .375 0 .440 90 . 000 0 . 0938 No 0 . 00 0 . 000 0 .220 r Full Section Properties Area 0 . 7133 Wt. 2 . 4253 Width 11. 8887 Ix .1.5068 rx 1 .4534 Ixy -0 . 0000 �.T Sx(t) 0 .7609 y(t) 1. 9801 Alpha 0 . 0000 Sx(b) 0 .7460 y(b) 2 . 0199 F_ Iy 0 . 8679 ry 1.1030 Xo 0 . 0000 Sy(1) 0 .4865 x(1) 1. 7837 Yo 3 . 5868 Sy(r) 0 .4865 x(r) 1 . 7837 jx -0 . 0000 jy -3 . 7369 - 11 1 .5068 r1 1 . 4534 12 0 . 8679 r2 1 . 1030 1C 2 .3746 rc 1 . 8246 Cw 1 . 0798 10. 11 . 5518 ro 4 . 0242 -T 0 . 0008560 CFS Version 2 .21 Section: HAT4X060 Rev. Date 04-08-1997 Rev. Time 20 : 02 :33 Rev. by - - Phone Fax Fully Braced Allowables Compression Positive Moment Positive Moment Pao 15 .3251 Maxo 24 .5468 Mayo 13 . 9135 Ae 0 .5341 Ixe 1.4975 Iye 0 .7934 Sxe (t)'' 0 .7538 Sye (1) 0 . 4707 Tension Sxe(b) 0 .7438 Sye-(r) 0 .4216 Ta 23 .5396 Negative Moment Negative Moment " Maxo 24. 617-0 Mayo 13 . 9135 Shear Ixe 1.5068 Iye 0 . 7934 Vay 0 . 00,00 Sxe (t) 0 . 7609 Sye (1) 0 .4216 Vax 0 . 0000 Sxe (b) 0 . 7460 Sye (r) 0 . 4707 r" �r CFS Version 2 .21 Section: H460XTS2 Rev. Date 05-14-1997 Rev. Time 16 :52 :55 Rev. by - .- Phone Fax Section Input Yield (Fy) . 50 . 000 Unit Weight 4. 3 .4000 Ultimate (Fu) 65 . 000 One Inch = 1 . 0000 Modulus (E) 29500 . 000 Cw Override 0 . 0000 J Override 0 . 0000 Part 1 Thickness 0 . 0600 16 Gage X=0 . 000, Y=0 . 000 Length Angle. Radius Web k Hole Distance 0 .440 270 . 000 0 .,0938 NO 0 . 00 0 . 000 0 .220 0 .750 0 . 000 0 . 0938 NO 0 . 00 0 . 000 0 .375 4 ..000 90 . 000 0 . 0938 Dbl 0 . 00 0 . 000 2 . 000 2 .188 0 . 000 0 . 0938 NO 0 . 00 0 . 000 1 . 094 4 . 000 -90 . 000 0 . 0938 Dbl 0 . 00 0 . 000 2 . 000 0 . 750 0 . 000 0 . 0938 No 0 . 00 0 . 000 0 .375 0 .440 90 . 000 0 . 0938 No 0 . 00 0 . 000 0 .220 Part 2 Thickness 0 . 1050, 12 Gage X=0 . 000, Y=-1. 000 Length Angle Radius Web k Hole Distance 1 . 000 0 . 000 0 .1250 NO 0 . 00 0 . 000 ' 0 . 500 2 . 000 -90 . 000 0 . 1250 No 0 . 00 0 . 000 1 . 000 2 . 000 180 . 000 0 .1250 No 0 . 00 0 . 000 1 . 000 2 . 000 90 . 000 0 . 1250 No 0 . 00 0 . 000 1 . 000 1 . 000 0 . 000 0 . 1250 NO 0 . 00 0 . 000. 0 . 500 Li t i ' CFS Version 2 .21 Section: H460XTS2 Rev. Date 05-14-1997 Rev. Time 16 :52 :55 Rev. by - Phone _ . •._ . Fax Full Section Properties Area 1.47722 Wt . 5 . 02256 Width 1+9 .16395 Ix 2 .32259 rx 1.25390 Ixy 0 . 00000 Sx(t) 0 . 93006 y(t) 2 .49725 Alpha -0 . 0000 Sx(b) 1.54556 y(b) 1.50275 Iy 1.31483 ry 0 . 94343 Xo 0 . 00000 Sy(1) 0 . 73711 x(1) 1. 78375 Yo 1 . 81885 Sy(r) 0 .73711 x(r) 1.78375 jx -0 . 00000 jy -1.49946 I1 2 .32259 rl 1.25390 I2 1 .31483 r2 0 . 94343 Ic 3 .63742 rc 1 .56918 Cw 2 . 28765 z- Io 8 .52437 ro 2 .40219 J 0 . 00366333 Fully Braced Allowables - Compression Positive -Moment Positive Moment Pao 34 .2073 Maxo 27 . 8923 Mayo 20 . 6041 Ae 1 .31128 Ixe 2 .32196 Iye 1 .25237 Sxe (t) 0 . 92974 Sye (1) 0 . 71810 Tension . Sxe (b) 1.54532 Sye (r) 0 . 68680 Ta 47 .3699 - Negative Moment Negative Moment Maxo 27 . 9017 Mayo 20 . 6041 Shear Ixe 2 .32259 Iye 1 .25237 Vay 7 . 6786 Sxe (t) 0 . 93006 Sye (1) 0 . 68680 Vax 0 . 0000 Sxe (b) 1.54556 Sye (r) 0 . 71810 CFS Version 2 . 21 Section: H460XTS2 Rev. Date 0.5-12-1998 Rev. Time 14 :52 :47 Rev. by Phone Fax Section Input Yield (Fy) 50 . 000 Unit Weight a3 .4000 Ultimate (Fu) 65 . 000 One Inch = 1 . 0000 Modulus (E) 29500 . 000 Cw Override 0 . 0000 J Override 0 . 0000 " Part 1 Thickness 0 . 0600 16 Gage X=0 . 000, Y=0 . 000 Length Angle Radius Web k Hole Distance 0 .440 270 . 000 0 . 0938 No 0 . 00 0 . 000 0 .220 0 . 750 0 . 000 0 . 0938 No 0 . 00 0 : 000 0 .375 4 . 000 90 . 000 0 . 0938 Dbl 0 . 00 0 . 000 2 . 000 2 .188 0 . 000 0 . 0938 No 0 . 00 0 . 000 1 . 094 4 . 000 -90 . 000 0 . 0938 Dbl 0 . 00 0 . 000 2 . 000 0 . 750 0 . 000 0 . 0938 No 0 . 00 0 . 000 0 . 375 0 .440 90 . 000 0 . 0938 No 0. 00 0 . 000 0.220 Part 2 Thickness 0 .1050 12 Gage X=0 . 000, Y=-1 .100 Length Angle Radius Web k Hole Distance 1 . 000 0 . 000 0 . 1250 No 0 . 00 0 . 000 0 . 500 2 . 000 -90 . 000 0 .1250 No 0 . 00 0 . 000 1 . 000 2 . 000 180 . 000 0 . 1250 No 0 . 00 0 . 000 1 . 000 2 . 000 90 . 000 0 .1250 No 0 . 00 0 . 000 1 ,000 1 . 000 0 . 000 0 . 1250 No 0 . 00 0 . 000 0 . 500 P . Part 3 Thickness 0 . 1050 12 Gage X=0 . 000, Y=0 . 900 Length Angle Radius Web k Hole Distance 1. 000 0 . 000 0 . 1250 No 0 . 00 0 . 000 0 .500 2 . 000 -90 . 000 0 .1250 No 0 . 00 0 . 000 1 . 000 2 . 000 180 . 000 0 .1250 No 0 . 00 0 . 000 1 . 000 2 . 000 90 . 000 0 . 1250 No 0 . 00 0 . 000 1 . 000 1 . 000 0 . 000 0 .1250 No 0 . 00 0 . 000 0 .500 n-� Li CFS Version 2 .21 Section: H460XTS2 Rev. Date 05-12-1998 Rev. Time 14:52 :47 Rev. by -- - Phone - .. _ . .._ Fax Full Section Properties Area 2 .24113 Wt . 7 .61983 Width X .43922 Ix 3 . 93334 rx 1.32479 Ixy 0 . 00000 Sx(t) 1 . 92029 y(t) 2 . 04830 Alpha -0 . 0000 Sx(b) 1 . 93586 y(b) 2 . 03183 Iy 1 . 76178 ry 0 .88663 Xo 0 . 00000 Sy(1) 0 . 98768 x(1) 1 . 78375 Yo 0 . 70088 Sy(r) 0 . 98768 x(r) 1 .78375 jx -0 . 00000 jy -0 . 74464 11 3 . 93334 rl 1 .32479 I2 1 .76178 r2 0 . 88663 Ic 5 . 69512 rc 1 .59411 Cw 3 .49548 Io 6 . 79602 ro 1.74138 J 0 . 00647067 7, Fully Braced Allowables - - Compression Positive Moment Positive Moment F Pao 54 . 1352 Maxo 57 : 6066 Mayo 28 . 1935 Ae 2 . 07518 Ixe 3 ,93324 Iye 1 . 70049 Sxe (t) 1 . 92022 Sye (1) 0 . 96726 Tension Sxe (b) 1. 93583 Sye (r) 0 . 93978 Ta 72 . 2975 Negative Moment Negative Moment Maxo 66 .3735 Mayo 28 . 1935 Shear Ixe 3 . 93334 Iye 1 . 70049 _ Vay 7 . 6786 Sxe (t) 1. 92029 Sye (1) 0 . 93978 Vax 0 . 0000 Sxe (b) 1 . 93586 Sye (r) 0 . 96726 Design Parameters : Kx = 1 . 000 Ky = 1 . 000 Kt = 1 . 000 Lx = 52 . 000 Ly = 52 . 000 Lt = 52 . 000 Cbx= 1 . 000 Cby= 1 . 000 � Q� Cmx= 1 . 000 Cmy= 1 . 000 Loads : P Mx Vy My Vx s`s j Entered 39 .300 0 . 000 0 . 000 0 . 000 0 . 000 Applied 39 .360 2 .712 0 . 000 -0 . 000 0 . 000 <: Allowed 41 . 852 54 .640 7 . 679 27 .444 0 . 000 Ae = 2 .20013 Ixe = 3 . 93197 Iye = 1 . 71538 Sxe (t) = 1. 91696 Sye (1) = 0 . 96167 Sxe(b) = 1 . 93790 Sye (r) = 0 . 96167 m AISI Interaction Equations C5-1 (P,Mx,MY) 0 . 939 + 0 . 060 + 0 . 000 = 0 . 999 C5-2 (P,Mx,My) 0 . 726 + 0 . 050 + 0 . 000 = 0 . 776 C3 . 3-1 (Mx,Vy) 0 . 002 + 0 . 000 = 0 . 002 C3 .3-1 (My,VX) 0 . 000 +****** CFS Version 2 .21 Section: HAT-16RF Rev. Date 05-13-1998 - Rev. Time 14 :53 :39 Rev. by Phone Fax Section Input Yield (Fy) 55 . 000 Unit Weight 3 .4000 Ultimate (Fu) 70 . 000 One Inch = 611 . 0000 Modulus (E) 29500 . 000 Cw Override 0 . 0000 J Override 0 . 0000 Part 1 Thickness 0 . 0600' 16 Gage X=0 . 000, Y=0 . 000 Length Angle Radius Web k Hole Distance 0 .500 270 . 000 0 . 0938 Sgl 0 . 00 0 . 000 0 .250 0 . 750 0 . 000 0 . 0938 Sgl 0 . 00 0 . 000 0 .375 3 . 000 90 . 000 0 . 0938 Sgl 0 . 00 0 . 000 1 .500 1 .875 0 . 000 0 . 0938 Sgl 0 . 00 0 . 000 .0 . 938 3 . 000 -90 , 000 0 . 0938 ,Sgl 0 . 00 0 . 000 1 .500 0 . 750 0 . 000 0 . 0938 Sgl 0 . 00 0 . 000 0 .375 0 .500 90 . 000 0 . 0938 Sgl 0 . 00 0 . 000 0 .250 Part ,2 Thickness 0 .1250 X=0 . 000, Y=-0 . 050 Length Angle Radius Web k Hole Distance 0 . 875 0 . 000 0 .1250 No 0 . 00 0 . 000 0 .438 3 . 000 -90 . 000 0 .1250 No 0 . 00 0 . 000 1 ,500 1 .750 180 . 000 0 . 1250 No 0 . 00 0 . 000 0 . 875 3 . 000 90 . 000 0 .1250 No 0 . 00 0 . 000, 1 .500 0 . 875 0 . 000 0 .1250 No 0 . 00 0 . 000 0 .438 �J TS3xl� lA CFS Version 2 .21 Section: HAT-16RF i Rev. Date 05-13-1998 Rev. Time 14 :53 :39 Rev. by _ Phone Fax Full Section Properties Area 1 . 66654 Wt. 5 . 66624 Width 1,8 .37441 Ix 1 . 96370 rx 1. 08550 Ixy 0 . 00000 Sx(t) 1.25072 y(t) 1.57006 Alpha 0 . 0000 Sx(b) 1.29407 y(b) 1 .51745 Iy 1. 10791 ry 0 . 81535 Xo -0 . 00000 Sy(1) 0 . 68074 x(1) 1 . 62750 Yo -0 . 18633 i Sy(r) 0 . 68074 - x(r) 1 .62750 jx 0 . 00000 jy 0 . 13620 I1 1. 96370 r1 1 . 08550 I2 1 .10791 r2 0 .81535 Ic 3 . 07161 rc 1 .35761 Cw 2 . 67735 Io 3 .12947 ro 1 .37034 J 0 . 00634794 Fully Braced Allowables Compression Positive Moment Positive Moment Pao 44 . 1439 Maxo 41.2737 Mayo 22 .2030 '. Ae 1 .53835 Ixe 1. 96370 Iye 1 . 09898 Sxe (t) 1 .25072 Sye (1) 0 . 67771 Tension Sxe (b) 1.29407 Sye (r) 0 . 67282 Ta 58 . 8757 Negative Moment Negative Moment Maxo 41 .2737 Mayo 22 .2030 Shear Ixe 1 . 96370 Iye 1 . 09898 Vay 8 . 0223 Sxe (t) . 1 .25072 Sye (1) 0 . 67282 Vax 3 .2373 Sxe (b) 1 .29407 Sye (r) 0 . 67771 Design Parameters: Kx = 1 . 000 Ky = 1 . 000 Kt = 1 . 000 Lx = 114 . 000 Ly = 12 . 000 Lt = 12 . 000 Cbx= 1 . 000 Cby= 1 . 000 Cmx= 1 . 000 Cmy= 1 . 000 Loads : P Mx Vy My Vx Entered 0 . 000 42 .230 0 . 000 0 . 000 0 . 000 Applied 0 . 000 42 .230 0 . 000 0 . 000 0 . 000 Allowed 22 . 842 41 . 053 8 . 022 21 . 801 3 .237 Ae = 1 .66654 Ixe = 1. 96370 Iye = 1 . 10791 Sxe (t) = 1 . 25072 Sye (1) = 0 . 68074 Sxe (b) = 1 .29407 Sye (r) = 0 . 68074 AISI Interaction Equations C5-1 (P,Mx,My) 0 . 000 + 1 . 029 + 0 . 000 = 1 . 029 C5-2 (P,Mx, My) 0 . 000 + 1 . 029 + 0 . 000 = 1 . 029 C3 .3-1 (Mx, Vy) 1 . 047 + 0 . 000 = 1 . 047 -- C3 .3-1 (My,Vx) 0 . 000 +. 0 . 000 = 0 . 000 P" CFS Version 2 .21 Section: HAT-16RF Rev. Date 05-13-1998 Rev. Time 14 :58 :29 Rev. by Phone Fax Section Input Yield (Fy) 55 . 000 Unit Weight 3 .4000 Ultimate (Fu) 70 . 000 One Inch = �1. 0000 Modulus (E) 29500 . 000 Cw Override 0 . 0000 J Override 0 . 0000 Part 1 Thickness 0 . 0600 16 Gage X=0 . 000, Y=0 . 000 Length Angle Radius Web k Hole Distance 0 .500 270 . 000 0 . 0938 Sgl 0 . 00 0 . 000 0 .250 0 . 750 0 . 000 0 . 0938 Sgl 0 . 00 0 . 000 0 .375 3 . 000 90 . 000 0 . 0938 Sgl 0 . 00 0 . 000 1 .500 1 . 875 0 . 000 0 . 0938 Sgl 0 . 00 0 . 000 0 . 938 3 . 000 -90 . 000 0 . 0938 Sgl 0 . 00 0 . 000 1 .500 0 . 750 0 . 000 0 . 0938 Sgl 0 . 00 0 . 000 0 .375 0 .500 90 . 000 0 . 0938 Sgl 0 . 00 0 . 000 0 .250 Part 2 Thickness 0 . 0750 14 Gage X=0 . 000, Y=-0 . 050 Length Angle Radius Web k Hole Distance 0 . 875 0 . 000 0 . 0938 No 0 . 00 0 . 000 0 .438 3 . 000 -90 . 000 0 . 0938 ' No 0 . 00 0 . 000 1.500 J 1 . 750 180 . 000 0 . 0938 No 0 . 00 0 . 000 0 . 875 3 . 000 90 . 000 0 . 0938 No 0 . 00 0 . 000 1 .500 0 . 875 0 . 000 0 . 0938 No 0 . 00 0 . 000 0 .438 t.s lS 3x l%x I��l. CFS Version 2 .21 Section: HAT-16RF Rev. Date 05-13-1998 Rev. Time 14 :58 :29 Rev. by - - Phone Fax Full Section Properties Area 1 .25487 Wt. 4 .26657 Width 168 . 67090 Ix 1.52682 rx 1 .10305 Ixy 0 . 00000 Sx(t) 0 . 97602 y(t) 1 .56433 Alpha -0 . 0000 Sx(b) 1 . 00239 y(b) 1.52318 '} Iy 0 . 92508 ry 0 . 85860 Xo -0 . 00000 Sy(1) 0 .56841 x(1) 1. 62750 Yo 0 .36401 Sy(r) 0 . 56841 x(r) 1 .62750 jx 0 . 00000 jy -0 .43027 I1 1 .52682 rl 1.10305 I2 0 . 92508 r2 0 . 85860 Ic 2 .45190 rc 1 .39782 Cw 1 . 97910 Io 2 . 61817 ro 1 .44444 J 0 . 00196019 Fully Braced Allowables Compression Positive Moment Positive Moment Pao 30 . 1776 Maxo 32 .2087 Mayo 18 .4857 Ae 1 . 05164 Ixe 1.52682 Iye 0 . 91610 \ Sxe (t) 0 . 97602 Sye (1) 0 .56563 Tension Sxe (b) 1. 00239 Sye (r) 0 .56017 Ta 43 .5323 Negative Moment Negative Moment Maxo 32 .2087 Mayo 18 .4857 Shear Ixe 1 .52682 Iye 0 . 91610 Vay 8 . 0223 Sxe (t) 0 . 97602 Sye (1) 0 .56017 Vax 3 .2373 Sxe (b) 1 . 00239 Sye (r) 0 .56563 n r. Design Parameters : Kx = 1. 000 Ky = 1 . 000 Kt = 1 . 000 Lx = 114 . 000 Ly = 12 . 000 Lt = .12 . 000 Cbx= 1 . 000 Cby= 1 . 000 r: Cmx= 1 . 000 Cmy= 1 . 000 Loads : P Mx Vy My Vx Entered 0 . 000 32 . 900 0 . 000 0 . 000 0 . 000 Applied 0 . 000 32 . 900 0 . 000 0 . 000 0 . 000 Allowed 17 . 692 32 . 091 8 . 022 18 .120 3 .237 Ae = 1.25487 Ixe = 1.52682 Iye = 0 . 92508 Sxe (t) = 0 . 97602 Sye (1) = 0 .56841 Sxe (b) = 1 . 00239 Sye (r) = 0 .56841 AISI Interaction Equations C5-1 (P,Mx,My) 0 . 000 + 1 . 025 + 0 . 000 = 1 . 025 C5-2 (P,Mx,My) 0 . 000 + 1 . 025 + 0 . 000 = 1 . 025 C3 .3-1. (Mx,Vy) 1 . 043 + 0 . 000 = 1 . 043 =' C3 . 3- 1 (My' Vx) 0 . 000 + 0 . 000 = 0 . 000 1` CFS Version 2 .21 Section: HAT-16RF Rev. Date 05-13-1998 -� Rev. Time 15 :23 :14, lam,% Rev. by Phone Fax Section Input Yield (Fy) 55 . 000 Unit Weight 3 .4000 Ultimate (Fu) 70 . 000 One Inch = �1. 0000 Modulus (E) 29500 . 000 Cw Override 0 . 0000 J Override 0 . 0000 Part 1 Thickness 0 . 0600 16 Gage X=0 . 000, Y=0 . 000 Length Angle Radius Web k Hole Distance 0 .500 270 . 000 0 . 0938 Sgl 0 . 00 0 . 000 .0 .250 0 . 750 0 . 000 0 . 0938 Sgl 0 . 00 0 . 000 0 .375 3 . 000 90 . 000 0 . 0938 Sgl 0 . 00 0 . 000 1 .500 1 . 875 0 . 000 0 . 0938 Sgl 0 . 00 0 . 000 0 . 938 3 . 000 -90 . 000 0 . 0938 Sgl 0 . 00 0 . 000 1.500 0 . 750 0 . 000 0 . 0938 Sgl 0 . 00 0 . 000 0 .375 Y 0 .500 90 . 000 0 . 0938 Sgl 0 . 00 0 . 000 0 .250 Part 2 Thickness 0 . 0750 14 Gage X=0 . 000, Y=0 . 000 Length Angle Radius Web k Hole Distance 0 . 875 0 . 000 0 . 0938 No 0 . 00 0 . 000 0 .438 1 . 750 -90 . 000 0 . 0938 No 0 . 00 0 . 000 - 0 . 875 ` 1 .750 180 . 000 0 . 0938 No 0 . 00 0 . 000 0 . 875 1.750 90 . 000 0 . 0938: No 0 . 00 0 . 000 0 . 875 0 . 875 0 . 000 0 . 0938 No 0 . 00 0 . 000 0 .438 Li;t:•' Ts Orxl,Mr. /f a& o, CFS Version 2 .21 Section: HAT-16RF Rev. Date 05-13-1998 f Rev. Time 15 :23 :14 Rev. by Phone - =. .. Fax Full Section Properties 5 Area 1 . 06737 Wt . 3 .62907 , Width 16 . 17090 Ix 0 . 93538 rx 0 . 93613 Ixy -0 . 00000 Sx(t) 0 . 60837 y(t) 1 .53751 Alpha 0 . 0000 Sx(b) 0 . 63958 y(b) 1.46249 y= Iy 0 .79348 ry 0 . 86220 Xo -0 . 00000 Sy(1) 0 .48754 x(l) 1 . 62750 Yo 1 .29694 Sy(r) 0 .48754 x(r) 1.62750 jx 0 . 00000 jy -1 .40929 I1 0 . 93538 r1 0 . 93613 I2 0 .79349 r2 0 . 86220 Ic 1 .72686 rc 1.27269 Cw 0 . 90275 Io 3 .52425 ro 1. 81708 J 0 . 00160862 Fully Braced Allowables Compression Positive Moment Positive Moment Pao 28 .4907 Maxo ' 21. 9122 Mayo 15 . 8155 Ae 0 . 99286 Ixe 0 . 93538 Iye 0 . 78446 Sxe (t) 0 .60837 Sye (1) 0 .48477 Tension Sxe (b) 0 .63958 Sye (r) 0 .47926 Ta 37 .3448 Negative Moment Negative Moment Maxo 21. 9122 Mayo 15 . 8155 Shear Ixe 0 . 93538 Iye 0 . 78446 Vay 8 . 0223 Sxe (t) 0 .60837 Sye (1) 0 .47926 Vax 3 .2373 Sxe (b) 0 . 63958 Sye (r) 0 . 48477 Design Parameters : .t Kx = 1. 000 Ky = 1 . 000 Kt = 1 . 000 Lx = 114 . 000 Ly = 12 . 000 Lt = 12 . 000 Cbx= 1 . 000 Cby= 1 . 000 Cmx= 1. 000 Cmy= 1 . 000 n-. Loads : P Mx Vy My Vx Entered 0 . 000 22 .400 0 . 000 0 . 000 0 . 000 - Applied 0 . 000 22 .400 0 . 000 0 . 000 0 . 000 Allowed 10 . 933 21. 873 8 . 022 15 .315 3 .237 Ae = 1. 06737 Ixe = 0 . 93538 Iye = 0 . 79348 Sxe (t) = 0 . 60837 Sye (1) = 0 .48754 Sxe (b) = 0 . 63958 ' Sye (r) = 0 .48754 AISI Interaction Equations " ! C5-1 (P,Mx,My) 0 . 000 + 1 . 024 + 0 . 000 = 1 . 024 C5-2 (P,Mx,My) 0 . 000 + 1 . 024 + 0 . 000 = 1 . 024 C3 .3-.1 (Mx,Vy) 1 . 045 + 0 . 000 = 1 . 045 C3 . 3-1 (My,Vx) 0 . 000 + 0 . 000 = 0 . 000 CFS Version 2 .21 Section: GUT-12GA Rev. Date 05-16=1997 Rev. Time 1.7 : 03 :38 �- Rev. by - Phone Fax Section Input Yield (Fy) 50 . 000 Unit Weight 3 .4000 Ultimate (Fu) 65 . 000 One Inch = ''1 . 0000 Modulus (E) 29500 . 000 Cw Override 0 . 0000 J Override 0 . 0000 Part 1 Thickness 0 . 1050 12 Gage X=0 . 000, Y=0 . 000 Length Angle Radius Web k Hole Distance 1 . 030 -14 . 000 0 .1250 No 0 . 00 0 . 000 0 .515 3 .280 -72 .250 0 . 1250 Sgl 0 . 00 0 . 000 1 . 640 3 . 830 -19. 000 0. 1250 No 0 . 00 0 . 000 1 . 915 3 . 830 19. 000 0 . 1250 No 0 . 00 0 . 000 1. 915 3 .280 72 .250 0 . 1250 Sgl 0 . 00 0 . 000 1. 640 1 . 030 14 . 000 0 .1250 No 0 . 00 0 . 000 0 .515 h z + Full Section Properties Area 1 . 6754 Wt. 5 . 6964 Width 15 . 9564 Ix 3 . 7651 rx 1.4991 Ixy 0 . 0000 Sx(t) 1 . 4252 y(t) 2 . 6418 Alpha -90 . 0000 Sx(b) 1 . 8854 y(b) 1 . 9969 Iy 19 . 9327 ry 3 .4492 Xo -0 . 0000 Sy(1) 3 .5940 x(1) 5 . 5461 Yo -3 . 0856 Sy(r) 3 .5940 x(r) 5 . 5461 jx 0 . 0000 jy 6 . 0993 I1 19. 9327 rl 3 . 4492 I2 3 . 7651 r2 1.4991 Ic 23 . 6978 rc 3 . 7609 Cw 10 .1481 Io 39 . 6492 ro 4 . 8647 1 0 . 0061572 •L CFS Version 2 .21 Section: GUT-12GA F Rev. Date 05-16-1997 Rev. Time 17 : 03 :38 Rev. by Phone Fax Fully Braced Allowables Compression Positive Moment Positive Moment Pao 38 .445 Maxo 42 . 756 Mayo 102 . 151 Ae 1.4737 Ixe 3 . 7651 Iye 19 .1706 Sxe (t) 1.4252 Sye (1) 3 .5097 Tension Sxe (b) 1 . 8854 Sye (r) 3 . 4050 Ta 50 .263 Negative Moment Negative Moment Maxo 42 . 756 Mayo 102 .151 Shear Ixe 3 . 7651 Iye 19 .1706 3 ' Vay 12 .146 Sxe (t) 1.4252 Sye (1) ' 3 .4050 Vax 3 . 888 Sxe (b) 1. 8854. Sye (r) 3 .5097 Design Parameters : Kx = 1 . 000 Ky = 1. 000 Kt = 1 . 000 Lx = 114 . 000 Ly = 12 . 000 Lt = 12 . 000 Cbx= 1 . 000 Cby= 1 . 000 Cmx= 1 . 000 Cmy= 1 . 000 -.\ Loads : P Mx' Vy My Vx Entered 0 . 000 43 .300 0 . 000 0 . 000 0 . 000 �-' Applied 0 . 000 43 .300 0 . 000 0 . 000 0 . 000 Allowed 32 . 514 42 .304 12 . 146 100 . 004 3 . 888 r ; Ae = 1 . 6754 Ixe = 3 . 7651 Iye = 19 . 9327 t Sxe (t) = 1 . 4252 Sye (l) = 3 .5940 Sxe (b) = 1 . 8854 Sye (r) = 3 .5940 AISI Interaction Equations --' C5-1 (P,Mx,My) 0 . 000 + 1. 024 + 0 . 000 = 1 . 024 C5-2 (P,Mx,My) 0 . 000, + 1 . 024 + 0 . 000 = 1. 024 C3 .3-1 (Mx,Vy) 1 . 026 + 0 . 000 = 1 . 026 C3 .3-1 (My,Vx) 0 . 000 + 0 . 000 = 0 . 000 m.y