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Home My WebLink AboutTruss details BEARING ELEVATIONS 9'-4•T.O.B. O 13'-4'T.O.B. 30 1111 W]LL 8 CL6.HEF'.HiS AF.F.OF YJJN IIDIbE q S � p U WIN NLR �EZv � COMPONENTS * RM BUILDING COMPONENTS N SIMPSON Strong-Tie s s s $ �.• r A U G 2 4.2021 TRUSSES®RMBCLLC.COM ° DO NOT SET TRUSSES USING THIS LAYOUT USE WOUT DE6IVERED WITH TRUSSES TO SEf TRUSSiS ST. Lucie County, Permitting J SIMPSo S REVISION Yy nn Tr smwhx%v.:usm eem DATE DESCRIPTION 9 U524T E-10tl -IW 11 -- -- —� _ tl C 3 C 4 US26 14-16d -led fiv GUS26 0-16d -16d RO i 6i 'US 14-tea -16d as 2 Gus 0-I6d -I6d U52a 2-1ed -led UALHUS26-2 2-I6d -I6d TJ� 12 - CU626-2 5-I6d 12-'Id Td' 4'-11 II ITL CUSI2 6-16d 12-t6d INE FPI GY• CK _ _ _ 8 122 2-I6d -I6d UL: gg 33 6+1a -lee -led REFERENCE E S S S ciL - - U516 -I6d -I6d 1 IY•D• — --- Lrt• �ITO 516 ted -I6d M iRIA26 20-101 - — '-�- �d4 - Y {�.— gttdcn ndnyer.Id t-Dr 9ddere 11fi IOa 2- . , .1/I nRM1y.ry I.2-PH q'vden O A D I iNlea noes. CR mRdNdcWTer:mpptbf MF9em R lC OL 5 PSF 2 Dr Wff d.lrvff.c°Wclbnf. O C DL 05 PSF nnea d.lrweef ID bUNaIDq twc/umR .tlale Ined Du' i1 ID PSF 1 era a u lad D I F eL 20 PSF AWARNING 40 PSF w nD1 ED inoa WIfe1.M 1pam Veeler Vm DR. nil0% I25 1 q be Pml W M mtsn t°WM tndne n Moe L.T61.1 165 M m b...e m.met.k aem m IC4 1-m s�m.ry Shen wedded Iw proper Iffi WbFsp Grid INO SPCE➢ f65 MPH Dmelnp meLAode. D20 FLORIDA DELDHC CODE TYPICAL END DETAIL ATTENTION FRN ERS/CON RAC.11 :C T-ID cxl.n u:lpem X Pm'e°pcD6n pu mart flue pi°�e fpOSURE I; fa FaIM Deb.: Ax H[IGNT ITP 11 NRC,RMBC mmefmiD. iC LL %%PSF Ira U524BYPI (2�senrmprem uA.rA�e IDr wn Rw:. F to DL %% SF V2C CA W MW C11NNA15 W M Ipnn w Iptkbgn nueee enlwud R10C R.nunlnhl. vtc __ 1 Haus2o-2 wew Dr.by arRIOIC mr 77.E.5 nlb O TOTAL LOAD %%PSF Et Iwmped a�eW4i.metnmum ODOR TION 100 CANNECRO mrvn' � b aXn SO PSF EC LL R EFL.TOTAL U760 wr FOR E2 ,f.y. ONNECTIO% 01O°"b`d•""°�1aid 10 SHEET I OF I IIDrF�R raoraf CLO „ E111 T TECH: WARxpDI RatleReah .erd/w IwDNn I ba'eq ENGA TECH: RU T°•p 11 h.M °v°ero'emoge:a w.8 No°e1i FII XWE;--=Q dfq_ >Ld �now".e`Ian we'a"me� 1A° rn prpwr waaum a wn Ie Iww cwwcunu, Mn b Mnpr Y.bbnpn Pd^Id alDtlmenl pnpen 24 INeO'dec�'ior,9•mmM'tI "onE IruW'a neYnalb' z JY1 a trrobr.M1 h rot MendMDpeD-Iw -�+ . InirvnR plan,.M1DA b W rnPmetlit,m W R %pueee'Dn 'm wcvhmt A, IRP;IDa 1M C A'61/IR 1-2g11 Nermel Oeslpn 6knenN In n✓,N � tR �ernetLN.sad t nnrcfmm t. r i B2R 1-06 6ee�mmn smgn Iw ervap nEw ewc°vti dh w In ee°�wile®olly m°ine"1'la. Z I a' mwlcebr,wo d.dsn.r,ror plwe mmmwlww. LL I Xverewe er.:L'rq Irmee°m<°uli°md 1°tetl c R �neeimM oMt nwxDN nDtow a.elw.Hart L .e.a.mµea°le pim'e IpppRq aw mdwns m w h w re.Raue ny a Lne a vn le P.:.e. UJ a t+d Ie�y�. roods b wtl wpu2M1 Vn.De n IN Ws GGnry°I 4 U� b b N6DN:t iDe epneegwro n DvRP- thapnR. Q erec6eR•DM Drpelrq m°y De1 A er ut 26' Iq 13 IrvpW..w.ww.wMue w bYn w deew EL IMPORTANT fp ravel n Viie Due.FI¢.mN b ivaveary N ` DeP a mm:cr,cw DeRn venry eL amn.rwee. Cn g b o rp�°e.�°pecnn, N,wge, n d NwRq � t �x t,ktlptoKe N 11le wry pbtrmeN 1 reepmeiDty,the Ween.h De � � .. 1/4" = 1'-O° LEFT SIDE OF TRUSS eu Mon' a ewew..,b q.m N o m sxxEO c'f�o�o 3 Dili RECEIVED - �r AUG 2 4 2Q21 -Z531 STATE OF FLORIDA PEfivit i'ii }�lo �e'Cqun�tY,+? rmitting REPAIR,MODIFY,OR ABANDON A WELL T-lar"m i No. 59-32291l�7AUt)iWSSt a P4EASEFILLOUI•ALLAPPLICARLF.FIELDSLiNorthwes¢ (Denotas Required Fields Where Appt Stipulations Required(See AttachedJohns River T11q Wrliet well contral.an%revonslblo fist dotrlpetna •----^-------------^^--••�-�•^••�^-••°�--^�- A3`South Florida �- _ ----- s �j this latro and/anrordlnq Uro permrl uppNcUrlon to itre 87.-524 f�uad No, Delineation No. Suwannee River oppryprlt+to delegated nulboritytvhoro app(lanblo. •��%Jg u f GDEP CUPMUPApplication No. i-!Delegated Authority(if Applicable),--- ........... `Owner,Legal Name if Comoratt _ 'Add as, _ City r- State (Z{Ptone Number I ^Well Location- dtlre ,R ame or Num r, jt t 1 CI ter e l o,(PIN)orAltarn to ho(C rollont�) } ;� �,L � y� Block Unit 4• ._�....._..___. a...t_t„1�,. �,L '_ 1!..1t..1✓�V.1�1 -1._Y.1 LL .l ciclftl2. �}; __Yes3ct)on or Land Grant ` own Range aunty Subdivision v 6 u � or Well Contractor "LicenseENilmbor pnN [-:-mail Address,-,,IL } "Water Well Contractor's,Address Cii State ZI 7.'Type of tAlorl(: .- GonofrudOon _Repryir Modifiaotibn Abnndonmonf _ �. __.,_. __. _, _ ____ -0.'NUmborof Proposed WOliS�f. ,,�_,- Roason(orRapnl, Modillgmtinn,orAbnndo,>nant D,'Specify Intended Use(s)of WMI(s); ® t9 p t ';Minsstic Landscape Irrigation —AJdcu{turaf frriyation Silo Investigation �`p W D `13otlind Water Supply Recreation Area Irrigation ___ Livestock --rest ____Public Water Supply(Limited Use/DOhi) ._—Nursery Irrigation _ Wrest ,Public Water Supply(Community 13 Non Comtnunity10l5P) ---•-Commercial/Industrial _~��r_arth-Coupled Geothermal Golf Course Irrigation _._,HVAC Supply _ 9 2021 _�Glass I Injection __,_,,,HVAC Return �� Class V Injection:__-,_Recharge,w Commercial/Industrial Disposal_Aquifer Storage and Recovery__•.,__9rafnt3ge Remediation; -Recovery _,_,_Air Sparge ____0ther(0murb6) ftulkeftecuffl Other(naaaritm) __„__ _.,,•_(Nato.Nnt all typos of On'�I trlittN I by plvgn pUfn7ltlla(J Dew from$optic System if<200 R:, 1°1,FNciilt Description_ _ 12.Estimated Start Date• ,_ _ 13,"Estimated Well Drspth ft; 'Estimated Casing Depth: '0,_,ft. 'Primary Casing Diameter__ in. Open Hole: From To___,___,1t. 114.Estimated Screen-Interval:From-SQ-Tb�,ii 15:`P6maty Casing Material- -„_Block Steel Gaivanir-ed PVC �_,,,Stainless Steel NotCased Other:_ — IG.Secondary Crisinfl: Telascops Casing (.finer Surface Casing Diameter __in. 17.Secondary Casing Material: Black Steel __,Galvanixud ___.,PVC Stainless Steel Other— IVMethod of Construction,Repair,or Abandonment: _- Auger -Cable Tool _,____Jetted Ro tary otary _,,,,,,_,,,Sonic Combination(Two or More Methods) _ -Hand Driven(We)l Point,Sand Point) , Nyd7t6w'Iic Point(Direct Push) �. Horizontal Drilling by Approved Method 1 g.Proposed outin n rval for the Primary,Secondary,and Additional Casing: Fromro Seat MaLeriol( Bentonile_, Neal.Cerilii�nl_____Uthor __- ) From, .,,_,,,,,,_To„,__.,,_•,~Seim Material(-___„•,Bentonile, Nora Cement„„__ ,dther -, From To Seat Material(__!Bentonile_ _'Neat Cement,.,,___Other �___-,_,_•_•_) + (_From ��To '�Soal Material Bentonile Neat Cement 0lher _ ) 20.Indicate total number oteAsling wells on site_ __ List number of existing unused wells on site Q� 21:11,6 this well or any existing well or water Vt clrawal on the owner's contiguous property covered under a Consumptive/Water Use Permit(CUP/WUP) or CUPNVUP Application?M,,.._,Yes No If yes.complete the following:CUP/WUP No,___y__„__,_• District Well ID.No. 22.Latitude__ _ __ !ll Longitude 23,Data Obtained From; _—GPS^'-',,,Map __•�_Surv©y w WV Dalurn: NAG 27 ______NAD 83 WGS 04 11"Vly toddy M I olp nappy VA,tau nponatyl,ratan of Who 40,Fidlpla Apdun!(arnllvo 0414.and Ihu o w uv I^Addy Ault l,un d^,o.o,r of Nn pt�pMy,410 In.,Arnnm6m tvmind m nrcnrata,CM Ind I nnI m^mn of my .rl6 OMMI rr arkmalmravd(A.nornW,It nnsdcAiton brim,moil no nhwra<l Mint to flp,vwonknot of wo rmrinnviw6nt OnJ.^rCMt1'6f 1YA.Fl4fMla$IaU11nn.161aAbnnM 4rpinp4/Iy M MM EMWb431t,IW1 V th%I 1041 CM1UUr.IIb1.IWfU,a,r6rUly Ulp{nil adWmNto11(ypyhtoU fa lll4 allPl'aiIN11 t64Cr4r6la and U+Pt IYrIJ WL7;11 Wo opool for Mhf 1 JJJ,nNLa+ItrdWtl6JNgybwala.uW llW laevu,nfaymod ln6 awns ar vvc! IWeWadry YPGav41 lrWnddrW(y<laral.olal4,011ar.11U,tv¢e1v,Urdl.,luWliout40.tofVW,4J ytoVdov W04 mpun6.''4Uavt i oknwt U,/11^/PW,',WlkaW{,1IDg11o�jMlifa)v11;1 n1 tinA ylASo nr L7U!umN6m Aovnn,ty dC.Yt4v yy ' =104un moll In dw OWr10 WWII 30 drys trout GnnrpinVarl a1 rho unnatnrcOnn.(pair.InuJthw4tvt of Whom yip wiv la tti,llyrrw•boil.ropmt.Inwhnaoon of ulmdOrurinnl udPlad[ad Ay P14 pnln I. uuandmunma wdrahyad by Nip punriL or Olt,yunmi W1t4,01,01,,wualoyar dtgra 3ro. l { l -,Sits ur iof ContrScto 'Lk:enso No. S nahlre. wn t - a 4 t Is,,uo hate' c p F>� Y 9 r Approval Granted L eA� � �? � � Ex iratirnl pat H drolo IstApp vet - t 00 0�1®-- W 1 N4� U4Udt Fea Recelved tv t� �. ._ +Fteraipt Nr ___ �._. _ S C,, A Nal _ _ THIS PERMIT IS NOT VALID UNTIL PROPCRLY SIGNED BY AN ALITlin�'D OFFICER OR RCPRHSENTATIVE OF TI iE WMD OR DELEGATED AUTHORITY. THE PER SHALL BE AVAILABLE AT THE WELL SITE DURING ALL CONSTRUCTION.REPAIR.MODIFICATION,OR ABANDONMENT ACTIVITIES. DFP Form:62-532.800(1) Incorporatort In Ct2-S32.400(1),F.A.C. Etfortivo Data:Octobor 7,2010 Pacgo 1 of 2 4 L` A MRAM LAND SURVEY INC. SKETCH OF PROPOSED CONDITIONS BOUNDARY do TOPOGRAPHIC SURVE GTXIt M greM d __ _ 1111®t1e r j• 1 � � ir�/ir ` r • Nnr•o. wrraw� •bKtwr( rx rM LOT ta, �� PPL��V D e vwm • �; t • batocd . MVp �.V.t rMaww rvSTREsia wADDomfROLran.tn Hula acoi)i y - . � _�_ �� AUG1OM1144Xfiflmt4rte�leMMWm•p,Ka0ww6SCMN(Ma4Cl.q ,q UG — 9 2021 •fw�•w�,r�, .f,ah•, w�a�f, .,,.,�. 4 b • is�1 aw�wns"r+m'�'�••in•m•w•aco•en♦fctawruwcmwhwmmf f^ L Mwmfwoawwaa+wm.m•Ln•,orara•c•sa.,r)anfw r.: �,m/� f•nrmfs.newtfeunmaacovfocorunwoaaw we .. FDOH In St Lta�County/ ..o+aarvwarrr•mrmm)uf•.n•ww(anm•• 1 of i'w.nawnn ww)mccwwwi•q.mann e�aw "as:oue —' r ENVIRONMENTAL HEALTH 1NJI IOG�(elwf•4TwwT.T+66/•NTw W KgfZut)�r Mwl1OD)OM4a1rM4031LNa1wtAOrwM•ralirf11 Aa11L(Yw(gr �y ��' � WLLl4YMPWeHiLafatf•. __-e s � .{__ _ _ IOWI OOMDta9NMTV4fMfN10}ofmflw•r1Y1sA 101wa ___ .i.�� i',.•'_ � •w�OLr:gw MN4NIXA¢)CGO11YgNNTr(W31paw3DlrC•TOOmPW ` '�° _ XKMK'Iifgtbu(MYewtW.l�f4•tGflmM�eoG'lwtKRAb(% ♦i �� fYW1w WA•�4rODrw1!•Iww rI - FLOW nM1lMAliOX: 6 �� re�iO�IY.Lm�a•R�wCO.wu10• ` �. - emarwwcmraanur�e ' rca )w�c�una w u..rf)w nnm __ m�aotae IAA fL rfaw :.ram- \ . �+ r ✓ _ , JIFUAN pPoVE n.�•errarmww c..o..rew•�rw(.rt.rr..)a.ar r.�a MS w•utlrebPdXrwW Waurtlt•Mw•YyMarky.•df.Yf�h.wr 6 M+♦YM4Mse4Nwwr)�MwJI•..Ys.•utliYd4we•M� Matn�rlfrrFarvlel Ckcwrf4fLIYr141sM�exlrhaa w.mwm w i• prthfrtgM�rf,O)).MYrStM.M m•eau w•-rru-t�a .1a9af•vat mo.R( w' gatr�a( wu)•an p¢)a+ +atx m-tr-mfa Michelle Franklin, CFA-- Saint Lucie County Property Appraiser--All rights reserved. Property Identification Site Address:N OLD DIXIE Parcel ID: 1408-703-0050- Account#:6557 Sec/Town/Range:08/34S/40E HWY 000-8 Map ID: 14/08S Zoning:RS-4 Count Use Type:0000 Jurisdiction:Saint Lucie County Ownership Legal Description Donald Overton RIVERVIEW MANOR BLK B LOTS 18, 19,20 AND 21 Rachael Overton 3406 SW Catskill DR Port St Lucie,FL 34953 Current Values Historical Values 3-year Just/Market: $30,200 Assessed: $16,903 Year Just/Market Assessed Exemptions Taxable Exemptions: $0 Taxable: $16,903 2020 $30,200 $16,903 $0 $16,903 2019 $30,200 $15,367 $0 $15,367 2018 $25,900 $13,970 $0 $13,970 Sale History Date Book/Page Sale Code Deed Grantor Price 12-18-2020 4526/2627 0001 WD Jemer Bruce $47,000 04-09-2004 1939/1424 XX00 WD Wyatt Victor $12,000 10-02-2002 1592/1034 XX01 WD Willhoite Violet T $100 Primary Building Information Finished Area of this building:0 SF Gross Sketched Area:0 SF Exterior Data View: Roof Cover: Roof Structure: Building Type: Year Built:N/A Frame: Grade: Effective Year:N/A Primary Wall: Story Height: No.Units:0 Secondary Wall: Interior Data Bedrooms:0 A/C%:0% Electric: Primary Int Wall: Full Baths:0 Heated%:N/A% Heat Type: Avg Hgt/Floor:0 Half Baths:0 Sprinkled%:0% Heat Fuel: Primary Floors: ' N x~ Total Areas r Finished/Under Air 0 r (SF): Gross Sketched Area 0 Land Size(acres): 0.8 Land Size(SF): 34,632 Total Building Count: 1 Special Features and Yard Items Type Qty Units Year Blt All information is believed to be correct at this time,but is subject to change and is provided without any warranty. 0 Copyright 2021 Saint Lucie County Property Appraiser.All rights reserved. St. Lucie County Health Department , 55150 NW Milner Dr Port Saint Lucie, FL 34983 HWTH PAYING ON: #: 13iLLooco:56-BID-5414435 RECEIVED FROM: American Drillinq AMOUNT PAID: $ 115.00 PAYMENT FORM: CREDIT CARD 011347 PAYMENT DATE: 07/15/2021 MAIL TO: American Drilling Okeechobee FL 34974 FACILITY NAME : American Drilling PROPERTY LOCATION: Okeechobee FL 34974 Lot: Block: Property ID: EXPLANATION or DESCRIPTION: QUANTITY FEE -1 -Well Construction 1 $ 115.00 RECEIVED BY: VanceMH AUDIT CONTROL NO. 56-PID-5089952 Note: 59-32291 tied to septic SF-2331767 35d SCREEN ENCLOSURE BY OTHUM 30d " I O Sd 26d G o •,i V m LL m V ® ® ; O 9m �_ � � �� ;�(( Imo Ill ` _ tl 43 @ W v^, ~> � O Z F FRONT ELEVATION gPOOL m SGIE,B•=t'd 0 4 BY OILERS T{ CMUWALLOCOURSE)WISCREEN r{ CWWALLOOOUR5E)YASCREEN 11 1w m o Lli m I n N I V / N vi 1 p Nf a I a V n 1 COVERED PORCH a ,4 ------ 4 I zm za• �•P rd 1 rs r-r ,3a o em�uu Ill a 3 a5 ® ® ® ■ I W.I.C. Y I I W.I.C. I 4 w I ■ ■■■ ■ ■ ■ ■■ ,p I 4{O.G 1 I B{CLG I N � � h t125105H •IqY ■ ■ b I I I I F ■ NN46 PSF ■ cA / 2368 ]fi6B ■■ ■ ■ ... ■ /. ■ ■ 4 S',� .......... AAi ... RIGHT ELEVATION ■ --J'I sine I --- --� a J I Sd ed I u-r rI tsd `—— I ■ 3i �•k d ��a gx° "■ 1 1 6 I I 4 BEDROOM#2 gg 3 t Z �W I � I _ awl 4��A ...•.:.;rk�. I l KITCHEN DINING ��W ■ I a ■ I 4 MASTER BEDROOM " I ,vaTRAYmIwG 1 II I 3s a{ so�s�i a: 1 I O x 7 1 ■o >a @: I y yt■ 1 1 m I :i j:'YVINOOD�� I ,. ---.2%6 WALL--- w 39$ c -- ------------ 1z-T 3d zS ,6•WIOE,MISM BARTOP N 'Stiff% ■ 2%6 WALL 3{ 1Bd b v i 1 y a cmi 16 ® T ,I ° BATH#2 b 4 m r MASTER BATHQF LST--- a REAR ELEVATION I PUMP �o i F4 s{aG TNK ■ W LAUNDRY e a EQUIP.PAD �i• b m O: GREAT ROOM 4VAC _ I I ,zdv.G. a.l■ W ■ 2X6wA11 --, i I !�slFyc� 4 13EDROOM 93 = - B�•aG. D3 W w L ' ■ ai 3030,10 MN RREDOORW/CLWM VHNOOW:�39'-C1 PSF ■ APPROVALSEE PRCC C TRIIlSOM:N3l-W PSF n N ■ ■ (I)LAYER$MIN,2'GYP. I1)3620 ARCH (1t306OFU(ED (1)5TRANS HTOP ■ m r BOARD OR EOUWALENr TOP 11Wi5pM TRANSOM rd APPLIED TO THE EA.SIDE ■■ k, E1 =3 26m 0 OFTHEGARAGEVA ■ ■ a. EJ ® ® ❑❑❑❑❑❑❑❑❑ i 'IRANSOM:NY-A6 PSF a4 ,3{ ■ LL w DO °d m o a ■ b ENTRY m j ,z4CLM ■ J Q p u°7 T Y .r Bs S-t• � LEFT ELEVATION I 6 n ■ n y > souE:,ra=rd }{yam T f ArncAccEss '= DEN F w OO RECEIVE $ ��V'O MUSS ■O4 ------- _ -------- _ . O06 i? ■ � ARCH O ARCH O■ d Z = 2 CAR GARAGE ra rd rs rd ra ■ O ° a. AUG [%p �/�s� 3{O.G Yeg1RCSTIX,AGE (1)305p SH (1)3=SH _ r FDOH in St. Lucie County AUG 4 2021 N150 P6F Nt S6PSF d� • .. .: 5 W 0 R��V,QIth I BASE DDLUMN6 W/M J( _ LL Environmental J Site Plan Approved for Construction L ST. Lucie County, Permitting a Sd Bd Sd Z U Supersedes All Previous Site Plans for —0 =_ Cn w .. (t)3O50SH (t)SosasH , SQUAREFOOTAGE Z OSTDS � -2 51X, &Well# > a g .. LL Date: g aC NON AC TOTAL PRd No Zt34o MNNHODSEARPORCH 73T6 23TB TB tOd TS DATE OZW2MI Revie er: �- COVERED REAR PORH 353 3B3 SIEETNG COVERED FRONTPORCH t52 1S1 Zsd ,ad ,ed A__■ w^ GARAGE B70 6T0 83d `_ TOTAL-PROPOSED 237E 1215 3593 ARCHITECTURAL FLOOR PLAN J 3 .—3 12 BEARING ELEVATIONS W-W T.O.B. 0 1Y-4'T.O.B. 33. WALL B CLG.HEIGHTS P.F.F.OF 11P11 HOME RECEIVED U WIN COMPONENTS T RM BUILDING COMPONENTS A U G 2 42021 SIMPSON Strong-Tie TRUSSES@RMBCLLC.COM 34' `" a DO NOT SET TRUSSES USING THIS LAYOUT ST. Lucie County, Permitting USE IAYOUT DRIM W911 TRUSSES TO SEf TRUSSES I N HANGERS REVISION Bar n --Cun H DATECa PTI 18 WS24 IN 2-I0d 14 HU526 14-18d 6-16d HGUS26 20-16d 8-16d to HMUS20-2 14-I6a 6-16d 2 HGUS26-2 20-16d 8-16d HUS20 22-I64 8-16d ML NHUS28-2 22-16d 6-16d 2 2 ] 12 W028-2 36-IU 12-16d -yl--- HOUS28-0 36-16d 12-16d A26. 2i 4111 NE P G C qq 6 22-16d 6-t6dN LOS410 8-16d 6-16d RE REN E HUS48 4-16d 4-lad t o -_ - __ rio _- __ — -_ _ _ Ya_ a 4• Mlr� HUS48 6-IBC 6-161 na Ina _ LTH1A28 20-10d �+ --_-- — cal�L• - - 4 MtteQM"m To 1-Ph groom {{{--- /1 1/2 10d Aeih, •mb[n Mm qm to 2-Pb Sild.rs LOADING /16m aode. tli 21 P•iAo llr ahl aInAg ers 4c oWnmmwa l'rmee2p A d I!rv3e ea9 eotlow Wall, ,,Id ,Wlle,. WARNING - S�lm,l pmlVm�l w p�epe[mrRnp,bdawp aM b BCSI 1-W 3urmmy - q u1e am,h ml[nan m�[mm�.u hero ++yy�� Bota ra➢IPA PJILEM6 c ATTEMgN FBAMERB/CONTPACTOB � TYPICAL END DETAIL „ ,b„�, ,�, E1AM 7-t6 EAr.nrraloe.e 6 bwe 1 o pioebm lan nul IN[•Ba wewaw rmba 3elw: W.MINO 11P' 1 Hel2]PHBC 6nm 4Ga CIA LUS21(IYPI w ryld lar oro rtpnlr. C 7C LL %PSF 31'•0 i1P'aePer En L TC BL %%PSF V2C no iNn BULM POIPOIE%O RV p a a4lnPneal[Ivae BC IA X%PST wG _ HGU52B3 1�ee me wP aeuP[.Q a em'A'wmi am O IOTAL LOAD %%PSF 61 trrvro 1ru e•�ai mkabmbpeimeaaN[a R CATION 100 CANNECIION hw B].hOgPSKraBnC LL. DEFL.TOTAL L/360 Dw EOB E7 34. LIXiIVE ar deelprad YM onIDb-tl W Vi BC LL iru porE011 H 1aP SHEET I OFI E3 eM•EH•M[ 1K nl ma1n� w[ UYO fECH� rmmw Fr eryu wraal d bsbp FNGR TECH 6u V.[• moterml b [me a mrcrm dwmobF i1LE1U.HE: BO]09 em tld •b.]pay dmragee a Vwe ePeB d pnn[Ne for ea✓np W rymeMe rwuvM I m b tln nptlr mQ M obayenl[w6 d 9 .. it pGu IVIIhfm d Ino b Nm[uwNw, b '� rtw b rap em9f N[b CaMM P✓ps u4 •1nb Uw awemem mla�ma b w v.m a ue IvbXda.9 b M[Nte�!!4 Ga�oEeOW M z bl.PIeM1•PW b W re '.1b a. Q q RR nLy aN2w1 w ergsew d rterd b .0. J y - µ y T W I-engned b x[4.Lo,.mi 1. - AYSI/pPl I-2a14 eM'mel aedpn YwWE 1w and EL eyNb Wmtl eoe bwe tmeW[Icn �. Rw fo BLL 1-a3 Swmmry SA[m Iw d Vur dwwyyan d•P br aQEfcwl pmwM g •HEUI la, b MI W mpowieay a ba Ime z j 8[alu e•bwe Qedgme,nor P pmwQ toto end w pefeeebron oMae lvpor6np elaPon Dme'sp•NN II h d•M aOaeQ b P� NCauq m< p d •ft le 1N mppwPah of IN euxer b pa•1. W. 9 d uds e[me mode In eN ooa•1,Pa N• i one sae mA.y d were. U v o K&RI4 X IN[a•mwenm m aromrer pm,a Q.- x5 • i IB' dnp,rod bv[1np r'�'ev oNbw a Me [�• C �Z numb w.wu.rdow wmai bpY a aau. J q r Ig IMPORTANT MPORTANT aa in mambr � � 114h=I U) 8I _ n •amoe.P[ceamre d w.Bw.aemaem lebl ewPon:e3q.TN vwm ea a �' .. 1/4° = V-Qn 4-LEFT SIDE OF TRUSS °11°'jb1a amdwo au 1°" E— m "d siwm a • Iwrt Simpson Strong-Tie. ® .,-^ •, �, Company,Inc. • COMPONENT DESIGN DRAWINGS-& DETAILS 5956 w:Las Positas Blvd. n � � Pleasanton,CA 94588 •® (800)999-5099 www.strongtie.com Prepared RM Building Components 00700-Overton N Dixie HWY Date: 7/16/2021 2:46 PM 'Ref. Number: 131228 Notes: -1..The component design drawings referenced below have been prepared based on design criteria and requirements set forth in the Construction Documents, as communicated.by the Component Manufacturer.. 2.The engineer's signature on these drawings indicates professional engineering responsibility solely for the individual components. to be able to resist the,design loads indicated, utilizing all the-design parameter and materials indicated or referenced on each individual design. 3. It is the:Building Designer's responsibility to review the component design drawings to insure compatibility with the Building design, Refer to all notes on the individual component design drawings. 64 Component Design, Drawing(s)' 1-Al:SID'1057400 18-A18:SID 1057417 35-E3:SID 1057434 52-V4B:SID 1057451 2-A2:SID 1057401 19-B1:SID 1057418 36-P1:SID 1057435 53-V4E:SID-1057452 3-A3:SID 1057402 20-B2:SID 1057419 37-P2:SID 1057436 5445E:SID 1057453 4-A4:SID 1057403 21-B3:SID 1057420 38-P2A:SID 1057437 55-J19:SID 1057454 5-A5:SID 1057404 22-134:SID 1057421 39-P3:SID 1057438 56-J18:SID 1057455 6-A6:SID'1057405 23-Cl:SID 1057422 40-P3A:SID 1057439 57-J18A:SID 1057456 7-A7:SID 1057406 24-C2:SID 1057423 41-P4:SID 1057440 58-J16:SID 1057457 8-A&SID 1057407 25-C3:SID 1057424 42-P4A:SID 1057441 59-J26D:SID 1057458 9-A9:SID 1057408 26-C4:SID 1057425 43-viB:SID F5d S, ��^,f0-�g6: Ilia10,5��ielfAM 10-A10:SID 1057409. 27-05:SID 1057426 4441 C:SID �1 -3 /~„5{,,7��_y UM nd Place, _ ul I W'D 11-A11:SID 1057410 28-C6:SID 1057427 45-VI D:SID 12-Al2:SID 1057411 29-D1:SID 1057428 46-VlE:SID Yed ." 63-Jm8 1 dp correew 13;A13:SID 1657412 30-D2:SID 1057429 47-V2B:SID ed 64-J�lJbvt RMb� 14-A14:SID 1057413 31-D3:SID 1057430 48-V2C:SID mit Specified Item 15-A15:SID 1057414 32-D4:SID 1057431 49-V2E:SID eview is only for general.conformance 16-A16:SID 1657415 33-El:SID 1057432 50-V3B:SID he design concept of the project and I compliance with the information given 17-A17:SID 1057416 34-E2:SID 1057433 . . 51-V3E:SID Contract Documents. Corrections or comments made on the shop drawings during 0 this review do not, relieve Contractor from A compliance with the requirements of the plans and'specifications.Approval of a specific item don not include approval of an assembly of which the item is a component. Contractor is Vol� responsible for: dimensions to be confirmed . and correlated at the jobsite: information that perta ina solely to the fabricabon Processes or to the means,.methods. techniques,.seWnces and p10.8f, esofoonstrudkM:coordination of the Wbrk'of all trades: and for Performing all work Ina safe and saifisfactorymanner. By. Simpson Strong-Tie Company,Inc. COMPONENT DESIGN DRAWINGS & DETAILS 5956 W.Las Positas Blvd. Pleasanton, CA 94588 ® (800)999-5099 www.strongtie.com • • RM Building Components ©• 00709-Overton-N Dixie HWY ®• 7/16/2021 2:46 PM • 131228 Notes: - 1.The component design drawings referenced below have been prepared based on design criteria and requirements set forth in the Construction Documents, as communicated by the Component Manufacturer. 2.The engineer's signature on these drawings indicates professional engineering responsibility solely for the individual components to be able to resist the design loads indicated, utilizing all the design parameter and materials indicated or referenced on each individual design. 3. It is the Building Designer's responsibility to review the component design drawings to insure compatibility with the Building design, Refer to all notes on the individual component design drawings. 64 Component Design Drawing(s): 1-A1:SID 1057400 18-A18:SID 1057417 35-E3:SID 1057434 52-V4B:SID 1057451 2-A2:SID 1057401 19-B1:SID 1057418 36-P1:SID 1057435 53-V4E:SID 1057452 3-A3:SID 1057402 20-132:SID 1057419 37-P2:SID 1057436 54-V5E:SID 1057453 4-A4:SID 1057403 21-133:SID 1057420 38-P2A:SID 1057437 55-J19:SID 1057454 5-A5:SID 1057404 22-64:SID 1057421 39-P3:SID 1057438 56-J18:SID 1057455 6-A6:SID 1057405 23-Cl:SID 1057422 40-P3A:SID 1057439 57-J18A:SID 1057456 7-A7:SID 1057406 24-C2:SID 1057423 41-P4:SID 1057440 58-J16:SID 1057457 8-A8:SID 1057407 25-C3:SID 1057424 42-124A:SID 1057441 59-J26D:SID 1057458 9-A9:SID 1057408 26-C4:SID 1057425 43-V1B:SID 1057442 60-J26:SID 1057459 10-A10:SID 1057409 27-05:SID 1057426 44-V1C:SID 1057443 61-J24:SID 1057460 11-Al 1:SID 1057410 28-C6:SID 1057427 45-V1D:SID 1057444 62-J22:SID 1057461 12-Al2:SID 1057411 29-D1:SID 1057428 46-VIE:SID 1057445 63J38:SID 1057462 13-A13:SID 1057412 30-D2:SID 1057429 47-V2B:SID 1057446 64J36:SID 1057463 14-A14:SID 1057413 31-D3:SID 1057430 48-V2C:SID 1057447 15-A15:SID 1057414 32-104:SID 1057431 49-V2E:SID 1057448 16-A16:SID 1057415 33-E1:SID 1057432 504313:SID 1057449 17-A17:SID 1057416 34-E2:SID 1057433 51-V3E:SID 1057450 • Component Solutions TM Important Information & General Notes General Dotes Symbols and Nomenclature .1.Each Truss Design Drawing(TDD)provided with this sheet has been 5X7 Plate size;the first digit is the plate width(peril.to the slots) prepared in conformance with ANSI/TPI 1.Refer to ANSI/TPI 1 Chapter 2 for the and the second digit is the plate length(parallel to the slots). responsibilities of all parties involved,which include but are not limited to the responsibilities listed on this sheet,and for the definitions of all capitalized 5X748 -18,-18S5,or-18S6 following the plate size indicates different terms referenced in this document.2.TDDs should not be assumed to be to scale. 18 gauge plate types. 3.The Contractor and Building Designer shall review and approve the These symbols following the plate size indicate the direction of Truss Submittal Package. II= the plate length(and tooth slots)for square and nearly square 4.The suitability and use of the component depicted on the TDD for any plates. particular building design is the responsibility of the Building Designer. S.The Building Designer is responsible for the anchorage of the truss at all bearing locations as required to resist uplift,gravity and lateral loads,and for all 10-3-14 Dimensions are shown in feet-inches-sixteenths(for this Truss-to-Structural Element connections except Truss-to-Truss connections. example,the dimension is 10'-3 14/16"). 6.The Building Designer shall ensure that the supporting structure can accommodate the vertical and/or horizontal truss deflections. --i Joints are numbered left to right,first along the top chord and 7.Unless specifically stated otherwise,each Design assumes trusses will 2 then along the bottom chord.Mid-panel splice joint numbers be adequately protected from the environment and will not be used in are not shown on the drawing.Members are identified using corrosive environments unless protected using an approved method.This their end joint numbers(e.g.,TC 2-3). includes not being used in locations where the sustained temperature is greater than 150°F. \ When this symbol is shown,permanent lateral restraint is 8.Trusses are designed to carry loads within their plane.Any out-of- \ required.Lateral restraint may be applied to either edge of the plane loads must be resisted by the Permanent Building Stability Bracing. \`\ member.See Note 3 under Handling,Installing,Restraint& 9.Design dead loads must account for all materials,including self-weight. Bracing for more information. The TDD notes will indicate the min.pitch above which the dead loads are automatically increased for pitch effects. Bearing supports(wall,beam,etc.),locations at which the 10.Trusses installed with roof slopes less than 0.25/12 may experience truss is required to have full bearing.Minimum required (but are not designed for)ponding.The Building Designer must ensure that bearing width for the given reactions are reported on the TDD. adequate drainage is provided to prevent ponding. Required bearing widths are based on the truss material and 11.Camber is a non-structural consideration and is the responsibility of truss indicated PSI of the support material.The Building Designer is fabricator. responsible for verifying that the capacity of the support material exceeds the indicated PSI,and for all other bearing Handling, Installing, Restraint& Bracing design considerations. 1. The Contractor is responsible for the proper handling,erection,restraint and bracing of the Trusses.In lieu of job-specific details,refer to BCSI. 2.ANSI/TPI 1 stipulates that for trusses spanning 60'or greater,the Truss-to-Truss or Truss-to-Structural Element connection, Owner shall contract with any Registered Design Professional for the design 1�,� which require a hanger or other structural connection(e.g., and inspection of the temporary and permanent truss restraint and bracing. L toe-nail)that has adequate capacity to resist the maximum Simpson Strong-Tie is not responsible for providing these services. reactions specified in the Reaction Summary.Structural 3.Trusses require permanent lateral restraint to be applied to chords and connection type is not limited by type shown on TDD.Toe- certain web members(when indicated)at the locations or intervals indicated on nails may be used where hanger type shown where allowed by the TDD.Web restraints are to be located at mid points,or third points of the detail or other connection design information.Design of the member and chord purlins are not to exceed the spacing specified by the TDD. Structural Element and the connection of the Truss to a Chords shown without bracing indicated are assumed to be continuously Structural Element is by others. braced by sheathing or drywall.Permanent lateral restraint shall be accomplished in accordance with:standard industry lateral restraint/bracing details in BCSI-63 or BCSI-B7,supplemental bracing details referenced on the Note:These symbols are for graphical interpretation only;they are not TDD,or as specified in a project-specific truss permanent bracing plan provided intended to give any indication of the geometry requirements of the by the Building Designer. actual item that is represented. 4.Additional building stability permanent bracing shall be installed as specified in the Construction Documents. Materials and Fabrication 5.Special end wall bracing design considerations may be required if a flat gable end frame is used with adjacent trusses that have sloped bottom 1.Design.assumes truss is manufactured accordance with the chords(see BCSI-B3). TDD and the quality criteria in ANSI/TPI 1 Chapter 3,unless more 6.Do not cut,drill,trim,or otherwise alter truss members or plates without restrictive criteria are part of the contract specifications. prior written approval of an engineer,unless specifically noted on the TDD. 2•Unless specifically stated,lumber shall not exceed 19/o 7.Piggyback assemblies shall be braced as per BCSI-B3 unless otherwise moisture content at time of fabrication or in service. specified in the Construction Documents. 3.Design is not applicable for use with fire retardant,preservative 8.For floor trusses,when specified,Strongbacking shall be installed per treated or green lumber unless specifically stated on the TDD. BCSI-B7 unless otherwise specified in the Construction Documents. 4.Plate type,size,orientation and location indicated are based on the specified design parameters.Larger plate sizes may be substituted in accordance with ANSI/TPI,Section 3.6.3.Plates shall be embedded within ANSI/TPI 1 tolerances on both faces of the truss at each joint,unless noted otherwise. 5.Truss plates shall be centered on the joint unless otherwise specified. Referenced Standards DSB-89 Recommended Design Specification for Temporary Bracing of ANSIITPI 1:National Design Standard for Metal Plate Connected Wood Metal Plate Connected Wood Trusses,a Truss Plate Institute publication Truss Construction,a Truss Plate Institute publication(www.tpinst.org). (www.tpinst.org). NDS:National Design Specification for Wood Construction published by BCSI:Guide to Good Practice for Handling,Installing,Restraining& American Forest&Paper Association and American Wood Council. Bracing Metal Plate Connected Wood Trusses,a joint publication of the ESR-2762 Simpson Strong-Tie®AS Truss Plates are covered under Truss Plate Institute(www.tpinst.org)and the Structural Building ESR-2762 published by the International Code Council Evaluation Service Components Association(www.sbcindustry.com). (www.icc-es.org). TD-GEN-0003A 5/2019 00709-Overton-N Dixie HWY Qty: 1 Truss: Al Customer: Donald Overton SID: 0001057400 TID: 131228 ! Truss Mfr.Contact:Rick Mills Date: 07/19 21Page: 1 of 2 2-P1Y 1 2-4-1 1 8 964 i14--17--37 4-1-3 I4-1-3 4-11-13 i 3 -11-13 4-11-13 17-8-9 21-9-12 26-9-9 9-6 32-4-1 i 41-9-0-0-0 - 2 3 4 S 6 7 8 9 10 it 12 -153# -126# -209# -126# -126# -126# -126# -126# -209#-209#-209# -209# -209# -209# -209# -209# -209# -209# 6/12 Sx10 f 3x8t t 3x4=t t 3x4=t t 2x4t 7x8118= t W t t 3x4=t t t4x8 t t 5x5= 4x6 a 4-3 3x6 v 7x12 ? 3x8 3x4= 10x10= x 5x10 3x4u 4x4q 4x6 6x18 3x8 5x5= 3x6 d t t t t t t 4 1 1 1 1 1 1 d 1 1 -113# -113# -113# 2 O 11 34# -113# -113# -113# 34# 34# 34# 34# 34# 34# 34# 34# 34# 34# 173# 2-4-1 i 5- 1 - 11-8-Ot 4-1-39 t 311-8--7 5-1-9 I4-111-13 I 11-13 4-11-13 513-7-7 1 -8- 20 41-9-012-4-113 14 1 ,16 17 18 19,20 21 22 23 24 25 41-9-0 Truss Weight = 680.5 lb Code/Design: £BC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 O.C. Plies: 2 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: No Low-Slope Minimums(Pfmin): No Wind DL(psf): TC - 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R - No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary ...Mem... Ten comp CSI. Deflection Summary TC 2x6 SP (ALSC6-2013) DSS 11-24 3027 3095 0.26 TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #2 1-3 12-24 5152 4859 0.58 Vert LL L/360 L/999(-0.44) 20=19 2x6 SP (ALSC6-2013) 92 11-12 12-25 3317 3498 0.29 Vert DL L/120 L/999(-0.38) 20-19 BC. 2x6 SP (ALSC6-2013) #2 14-16 5518 5436 0.62 Vert CR L/240 L/574(-0.82) 20-19 2x4 SP (ALSC6-2013) #2 1-15 15-16 27 36 0.31 Horz LL 0.75in ( 0.14) @Jt25 2x6 SP (ALSC6-2013) DSS 16-19 19-20 103 38 0.45 Horz CR 1.25in ( 0.27) @Jt25 Webs 2x4 SP (ALSC6-2013) #2 19-22 8752 8293 0.98 Cant CR 2L/240 2L/479( 0.10) 1-13 2x6 SP (ALSC6-2013) #2 13-2 Reaction Summary --------------Reaction Summary(Lbs)---------------- Vert CR and Horz CR are the vertical and Member Forces Summary Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI horizontal deflections due to live load ...Mem... Ten Comp .CSI. 13 2-04-01 3526 3257 08-00 02-12 SPF 425 plus the creep component of deflection TC 1- 2 133 148 0.39 25 41-07-04 3553 3331 01-08 HGR SPF 565 due to dead load, computed as Defl. LL + 2- 3 4667 4916 0.71 Max Horiz = -19 / +266 at Joint 13 (Kcr - 1) x Defl_DL in accordance with 3- 4 7814 8003 0.29 ANSI/TPI 1. 4- 5 10966 11406 0.37 Loads Summary 5- 6 12624 13221 0.34 This truss has been designed for the effects of an unbalanced top chord Bracing Data Summary 6- 7 13231 13903 0.37 live load occurring at [24-10-08) using a 1.00 Full and 0.00 Reduced load ------------Bracing Data------------- 7- 8 13115 13781 0.40 factor. Chords; continuous except where shown 8- 9 13115 13781 0.40 See Loadcase Report for loading combinations and additional details. Web Bracing -- None 9-10 8234 8689 0.26 Dead Loads may be slope adjusted: > 12.0/12 10-11 6537 6914 0.22 Loads based on maximum and minimum reactions from tie-in spans Plate offsets(X,Y): 11-12 3787 4015 0.42 Domain Max Min Location Dir Description (None unless indicated below) 12-OH 0 0 0.00 Transfer loads: Jnt3(0,-02-05), Jnt4(00-08,0), BC 1-13 171 125 0.14 TC 173 -209 8-00-12 Vert J18 @ 90 Deg Jnt8(0,-00-12), Jnt9(-00-08,0), 13-14 171 435 0.14 TC 121 -153 8-01-08 Vert J38 @ 135 Deg Jntll(0,01-08), Jnt16(-01-12,-00-04), 14-15 154 150 0.08 TC 114 -126 10-00-12 Vert J18A @ 90 Deg Jnt17(-00-08,0), Jntl9(0,02-04), 16-17 8089 7897 0.28 TC 114 -126 12-00-12 Vert J18A @ 90 Deg Jnt20(00-04,O), Jnt23(00-08,0), 17-18 11406 10966 0.40 TC 114 -126 14-00-12 Vert J18A @ 90 Deg Jnt25(0,-01-11) 18-19 13221 12624 0.44 TC 114 -126 16-00-12 Vert J18A @ 90 Deg 20-21 234 222 0.08 TC 114 -126 18-00-12 Vert J18A @ 90 Deg Illlllil! 22-23 6914 6537 0.62 TC 173 -209 20-00-12 Vert J18A @ 90 Deg \\\\\ ■ O TC 173 -209 22-11-00 Vert J18 @ 90 Deg 23-29 9131 3900 0.39 TC 173 -209 23-11-00 Vert J18 @ 90 Deg \\_`N\� .•••' ••.• �T / 24-25 0 0 0.06 TC 173 -209 25-09-12 Vert J18 @ 90 Deg \\ 25-OH 0 0. 0.00 TC 173 -209 27-09-12 Vert J18 @ 90 Deg v \'1 �••••�(\ Web 2-13 3268 3450 0.20 TC 173 -209 29-09-12 Vert J18 @ 90 Deg ��••• •••`- 2-14 4280 3963 0.48 TC 173 -209 31-09-12 Vert J18 @ 90 Deg 3-14 4270 4363 0.37 TC 173 -209 33-09-12 Vert J18 @ 90 Deg No.69577 -_ 3-16 6538 6317 0.74 TC 173 -209 35-09-12 Vert. J18 @ 90 Deg 4-16 1633 1671 0.37 TC 173 -209 37-09-12 Vert J18 @ 90 Deg - 4-17 3913 3641 0.44 TC 173 -209 39-09-12 Vert J18 @ 90 Deg /y 5-17 1738 1847 0.15 '1•� �+. 5-18 2145 2008 0.24 BC 34 161 8-01-08 Vert J38 @ 90 Deg • HC 173 -161 8-01-OB Vert J38 @ 135 Deg �.Cr 6-18 906 944 0.08 BC 98 -113 10-00-12 Vert J18A @ 90 Deg STATE OF !�/` 7-19 6-19 1600 580 0.99 BC 98 -113 19-00-12 Vert J18A @ 90 Deg %�e�••�'•�<O RID P.•'•/;�?� 9-19 5722 5485 0.69 / \v 9-22 3451 3512 0.30 BC 98 -113 16-00-12 Vert J18A @ 90 Deg // S/. •� 10-22 2251 2152 0.25 BC 98 -113 18-00-12 Vert J18A @ 90 Deg / ANAL G\\ 10-22 2251 2152 0.25 BC 98 -113 20-00-12 Vert J18A @ 90 Deg COA#30003 /lllllllll�\ BC 34 -29 22-00-12 Vert J18 @ 90 Deg 7/1 9/2021 11-23 3571 3363 0.90 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this Individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing Indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information 8 General 2021.1.0.67 Notes"page for additional infonnabon.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector N , plates are 20 gauge,unless the specified plate size Is followed by a'-18'which Indicates an 18 gauge plate,or'S#18•,which indicates a high tension 18 gauge plate. - Enq Drwq: 202Or3RGT Enq 0.0709-Overton-N Dixie HWY Qty: 1 Truss: Al Customer: Donald Overton SID 0001057400 TID: 131228 Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 2 of 2 BC 34 -24 23-11-00 Vert J18 @ 90 Deg BC 34 -24 25-09-12 Vert J18 @ 90 Deg BC 34 -24 27-09-12 Vert J18 @ 90 Deg BC 34 -24 29-09-12 Vert J18 @ 90 Deg BC 34 -24 31-09-12 Vert J18 @ 90 Deg BC 34 -24 33-09-12 Vert J18 @ 90 Deg BC 34 -24 35-09-12 Vert J18 @ 90 Deg BC 34 -24 37-09-12 Vert J18 @ 90 Deg BC 34 -24 39-09-12 Vert J18 @ 90 Deg 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows(rows staggered): TC 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. TC 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. BC 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.01' o.c. BC 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. WB 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c. WB 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c. Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. ��!/.• �LICENSE' ..'S'� No.69577 Nam•`\\/;Ao STATE OF �(/ i�N ZORIDP.•'•• COA#30003 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this Individual truss Is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates _.®Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,uniess.the specified plate size is followed by a•-18"which Indicates an 18 gauge plate,or"S#18",which Indicates a high tension 18 gauge plate. e EnaDrwc: 202Or3RGT Ena 00709-Overton-N Dixie HWY Qty: 1 Truss: A2 Customer: Donald Overton SID: 0001057401 TID: 131228 Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 1 3-4-0 1 3-2-4 -1-1j 5-10-14 1 5-10-14 4-11-13 4-11-13 ) 4-11-13 1 4-11-13 2-4-0 5-8-0 8-10-4 0-0- 15-11 4 21-9-12 26-9-9 31-9-6 36-9-3 41-9-0 1 2 3 4 5 6 7 8 9 10 11 12 5x7 3x4= 2x4 6x6=4x4= 3x4= 4x4= 4x6 3x41 6/12 3x6 rn 3x8 d, 4-3 3x6 3x4= 4x10 L�, 4x4= 6x10 x 4x10 3x4ii 3x4ii 5x10 4x4= 3x6 4x6 3x6 2 0 0 1 2-4-0 1 3-4-0 1 3-4-0 }-0-0 5-10-14 1 5-9-2 1 5-1-9 1 4-11-13 1 4-11-13 1 4-11-13 2-4-0 5-8-0 9-0-0 10-o-b 15-10-14 21-8-0 26-9-9 31-9-6 6- -3 41-9-0 1 13 14 15,161.7 18 19,20 21 22 23 24 25 41-9-0 Truss Weight = 310.4 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs-=-------- -------Additional Design Checks------ PS£ Live Dead our Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure; Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 0.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf CSC End Zone: 6-03-10 Material Summary ...Mem... Ten comp CSI. Deflection Summary TC 2x6 SP (ALSC6-2013) #2 14-16 1745 2323 0.46 TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #2 1-5 15-16 42 1 0.12 Vert LL L/360 L/999(-0.28) 20-19 BC 2x4 SP (ALSC6-2013) #2 19-20 60 0 0.20 Vert DL L/120 L/999(-0.30) 18-19 webs 2x4 SP (ALSC6-2013) #2 19-21 2973 3128 0.67 Vert CR L/240 L/815(-0.58) 18-19 2x6 SP (ALSC6-2013) #2 13-2 Reaction Summary Horz LL 0.75in ( 0.15) @Jt25 --------------Reaction Summary(Lbs)---------------- Horz CR 1.25in ( 0.25) @Jt25 Member Forces Summary Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Cant CR 2L/240 2L/607( 0.08) 1-13 ..Mem... Ten Comp .CSI. 13 2-04-00 1763 1189 08-00 02-12 SPF 425 TC 1- 2 164 219 0.22 25 41-07-04 1579 1105 02-08 HGR SPF 565 Vert CR and Horz CR are the vertical and 2- 3 2120 1895 0.53 Max Horiz = -24 / +337 at Joint 13 horizontal deflections due to live load 3- 4 3694 3055 0.74 plus the creep component of deflection 4- 5 3654 2943 0.61 Loads Summary due to dead load, computed as Defl LL + 5- 6 4537 3849 0.80 This truss has been designed for the effects of an unbalanced top chord (Kcr - 1) x Defl_DL in accordance with 6- 7 4637 4249 0.74 live load occurring at [25-10-08] using a 1.00 Full and 0.00 Reduced load ANSI/TPI 1. 7- 8 4613 4227 0.62 factor. 8- 9 4613 4227 0.62 See Loadcase Report for loading combinations and additional details. Bracing Data Summary 9-10 3086 2931 0.45 Dead Loads may be slope adjusted: > 12.0/12 ------------Bracing Data------------ 10-11 2412 2345 0.39 Chords; continuous except where shown 11-12 1382 1370 0.28 Notes ------- Web Bracing -- CLR =-----=---- 12-OH 0 0 0.00 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Single: 5-18 19- 9 19-21 22-11 24-12 BC 1-13 218 115 0.11 Plates located at TC pitch breaks meet the prescriptive minimum size Continuous Restraint Bracing Req'd 13-14 80 391 0.11 requirement to transfer unblocked diaphragm loads across those joints. See BCSI-B3 3.0 14-15 36 46 0.07 Continuous Lateral Restraint (CLR) rows require diagonal bracing per 16-17 2698 3434 0.63 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Plate offsets(X,Y)• 17-18 2602 3279 0.61 Less than 0.25/12 pitch requires adequate drainage to prevent ponding. (None unless indicated below) 18-19 3849 4537 0.88 Jnt5((00,-,01-09) 00-05), Jnt8(0,-00-04), 20-21 59 64 0.16 21-22 2345 2412 0.53 Jnt19 22-23 1370 1382 0.32 23-24 1370 1382 0.35 24-25 0 0 0.19 \\\\,tillllf////i 25-OH 0 0 0.00 \\ M ,g0 Web 2-13 2037 1691 0.25 \\�\�••,,,: „ 0 2-14 1799 1997 0.41 \ �` 3-14 1631 1258 0.26 ••'\,�CENSF••'•,y 3-16 1159 1359 0.29 �;'• •,� i 4-16 166 311 0.17 4-17 529 309 0.09 _ No.•69577 5-17 363 484 0.11 l 5-18 1446 1453 0.33 = 7� 6-18 779 664 0.15 Iy 6-19 475 381 0.30 7-19 419 384 0.26 9-19 1605 1890 0.36 A = STATE OF !V` 9-21 1517 1297 0.59 /(\ '•, �. \ 10-21 827 953 0.79 �� •.,CORIO P.•��\\\\ 10-22 1056 927 0.39 •• 11-22 1378 1454 0.32 / \7�0 /� F \\\ 12-24 1964 1982 0.44 COA#30003 /f 1 11L`\G\\ 12-25 1588 1558 0.65 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this Individual truss Is based on design criteria and requirements supplied by - Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates �Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a'-18"which Indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. - EngDrw4: 2020r3RGT Eno 00709-Overton-N Dixie HWY Oty: 1 Truss: A3 Customer: Donald Overton SID: 0091.057402 TID: 131228 Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 1 3-7-2 3-7-2 2-5-12 4-10-14 4-10-14 6-1-12 6-7-12 6-1-11 2-4-0 5-11-2 9-6-4 12-0-0 16-10-14 21-9-12 28-5-8 35-1-4 41-9-0 1 2 3 4 5 6 7 8 9 10 11 7x8-18- 3x4= 2x4 3x10-18 3x4= 3x4ii 4x6 3x4o 6/12 4x4- v 3x8 `O El 4-3 3x6 4x10 3x4= v 3x4= 7x8= x 4x10 3x4ii 3x4ii 4x12 4x6 3x6 *0 2-4-0 3-7-2 3-8-14 2-4-0 4-10-14 4-9-2 6-9-8 6-7-12 6-7-12 2-4-0 5-11-2 9-8-0 12-0-0 16_10-14 21-8-0 28-5-8 35-1-4 41-9-0 1 12 13 14,15 16 17 18,19 20 21 22 41-9-0 Truss Weight - 291.8 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) - 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed; L = Yes R - No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #2 1-5 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.23) 19-18 BC 2x4 SP (ALSC6-2013) #2 12 2-04-00 1763 1176 08-00 02-12 SPF 425 Vert DL L/120 L/999(-0.24) 17-18 Webs 2x4 SP (ALSC6-2013) #2 22 41-07-04 1579 1117 01-08 HGR SPF 565 Vert CR L/240 L/995(-0.47) 17-18 2x6 SP (ALSC6-2013) #2 12-2 Max Horiz -27 / +422 at Joint 12 Herz LL 0.75in ( 0.13) @Jt22 Herz CR 1.25in ( 0.22) @Jt22 Member Forces Summary Loads Summary Cant CR 2L/240 2L/740( 0.06) 1-12 ..Mem... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord TC 1- 2 162 216 0.23 live load occurring at [26-10-08) using a 1.00 Full and 0.00 Reduced load Vert CR and Herz CR are the vertical and 2- 3 2161 1949 0.57 factor. horizontal deflections due to live load 3- 4 3644 3003 0.77 See Loadcase Report for loading combinations and additional details. plus the creep component of deflection 4- 5 3441 2761 0.66 Dead Loads may be slope adjusted: > inatio2 due to dead load, computed as Defl_LL + 5- 6 3756 3053 0.65 (Kcr - 1) x Defl_DL in accordance with 6- 7 3782 3294 0.70 Notes ANSI/TPI 1. 7- 8 3767 3280 0.70 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 8- 9 3767 3280 0.80 Plates located at TC pitch breaks meet the prescriptive minimum size Bracing Data Summary 9-10 2500 2309 0.77 requirement to transfer unblocked diaphragm loads across those joints. ------------Bracing Data------------ 10-11 1491 1427 0.65 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Chords; continuous except where shown 11-OH 0 0 0.00 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. ------- Web Bracing -- CLR ----------- BC 1-12 213 112 0.12 Less than 0.25/12 pitch requires adequate drainage to prevent pending. Single: Is- 9 18-20 20-10 21-11 12-13 129 522 0.12 Continuous Restraint Bracing Req'd 13-14 35 46 0.09 See BCSI-B3 3.0 15-16 2648 3494 0.58 16-17 2409 3120 0.54 Plate offsets(X,Y): 17-18 3053 3756 0.69 (None unless indicated below) 19-20 47 54 0.34 Jnt5(00-05,-01-03), Jnt18(0,01-12), 20-21 1458 1526 0.56 Jnt21(0,-.00-08) 21-22 0 0 0.33 22-OH 0 0 0.00 Web 2-12 2027 1692 0.25 2-13 1826 2005 0.47 \`\\ ^ 3-13 1546 1165 0.27 rf 3-15 1050 1244 0.33 O ` 4-1 0.17 ,t 9-16 655 655 409 909 0.13 1��.•,•••\,\CENSF '•,•"',� 5-16 386 523 0.19 5-17 875 861 0.69 6-17 625 541 0.21 No.69577 -_ 6-18 338 300 0.23 7-18 467 425 0.24 9-18 1222 1554 0.46 9-20 1424 1155 0.74 �� 10-20 1150 1317 0.47 ' 10-21 1465 1290 0.83 Q STATE OF :• 4, 11-21 1972 2060 0.73 •�••,FCO RSD P;.•••• � 11-22 1635 1552 0.99 - // Gi� 13-15 1766 2455 0.60 5 18-19 79 0 16 0. 18- 23 299 0. COA#30003 ///IIIIIt�\ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing Indicates ,�.Trues Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'important Information&General 2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector , plates are 20 gauge,unless the specified plate size is followed by a'-18'which indicates an 18 gauge plate,or'S#18',which indicates a high tension 18 gauge plate. Enq Drwq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: A4 Customer: Donald Overton SID: 0001057403 TID: 131228 Date: 07/19/21 • Truss Mfr.Contact:Rick Mills Page: 1 of 1 1 I 23-7-2 3-7-4I 4-5-12 I 7-9-12 I 6-7-12 6-7--11-42 I 6-7-1224-01 14-0-0 4 1 2-4-025-11-2 3 4 5 21-9-12 6 28-5-8 7 8 9 1-9-0 10 5x7 2x4 3x4= 3x6 3x4ii 4x6 6/12 3x4- 4x4�p "^ v 3x8 6 4-3 3x 4x10 v 3x4= 7x8= X EE x 4x10 3x4u 3x4u 3x6 4x10 4x6 3x6 2 0 0 i 2-44-0 i3- I I -400 I 7-8-0 6-9-88 I 6-7-12 I 6-7912 51 8-0 - 9_ -8-0 12 4- -0 21-8-0 8-5 35-1-4 1- -0 1 11 12 13,14 15 16,17 18 19 20 21 41-9-0 r Truss Weight = 287.0 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC '0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) DSS 5-8 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.23) 15-16 2x4 SP (ALSC6-2013) #1 8-10 11 2-04-00 1763 1164 08-00 02-12 SPF 425 Vert DL L/120 L/999(-0.24) 15-16 BC 2x4 SP (ALSC6-2013) #2 21 41-07-04 1579 1129 01-08 HGR SPF 565 Vert CR L/240 L/999(-0.47) 15-16 Webs 2x4 SP (ALSC6-2013) #2 Harz LL 0.75in ( 0.12) @Jt21 2x6 SP (ALSC6-2013) #2 11-2 Max Horiz -32 / +993 at Joint 11 Horz CR 1.25in ( 0.20) @Jt21 Loads Summary cant CR 2L/240 2L/895( 0.05) 1-11 Member Forces Summary This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and ..Mern . Ten Comp .CSI. live load occurring at [27-10-081 using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load TC 1- 2 161 216 0.24 factor. 2- 3 2138 1947 0.57 See Loadcase Report for loading combinations and additional details. plus the creep component of deflection 3- 4 3663 3010 0.81 Dead Loads may be slope adjusted: > 12.0/12 due to dead load, computed as Defl LL + 4- 5 3210 2614 0.79 (Kcr - 1) x Defl_DL in accordance with 5- 6 3340 2741 0.66 Notes ANSI/TPI 1. 6- 7 3331 2734 0.68 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 7- 8 2218 1978 0.31 Plates located at TC pitch breaks meet the prescriptive minimum size Bracing Data Summary 8- 9 2218 1978 0.77 requirement to transfer unblocked diaphragm loads across those joints. ------------Bracing Data------------ 9-10 1354 1254 0.67 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Chords; continuous except where shown 10-OH 0 0 0.00 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. ------- Web Bracing -- CLR ----------- BC 1-11 212 ill 0.11 Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Single: 16- 7 16-19 19- 9 20- 9 20-10 11-12 167 628 0.11 21-10 12-13 35 47 0.08 Continuous Restraint Bracing Req'd 14-15 2660 3623 0.75 See BCSI-133 3.0 15-16 2264 2983 0.77 17-18 33 39 0.24 Plate offsets(X,Y): 18-19 33 39 0.28 19-20 1254 1354 0.51 (None unless indicated below) JntS(0,-00-02), Jnt6(0,00-08), 20-21 0 0 0.35 Jnt16(0,01-12) 21-OH 0 0 0.00 Web 2-11 2014 1692 0.25 2-12 1821 1980 0.46 \\��yllllll/77/ 3-1 16 1 0.35 \\ `•.M• BOO 3-14 1067 1297 297 0.35 \ �V 4-14 197 334 0.17 4-15 835 496 0.28 `LENSF• '• i 5-15 450 469 0.25 �: •".� 5-16 588 533 0.88 6-16 805 555 0.35 No.69577 _ 7-16 1049 1468 0.50 7-19 1399 1086 0.95 9-19 1055 1260 0.53 9-20 1514 1290 0.31 1•• '� 10-20 1851 1999 0.82 10-21 1681 1551 0.38 -(_.- STATE OF 13-14 12-14 1747 2590 0.12 �i •'•.��GRID?'.•'•C, 16-17 80 0 0.11 ///S•(1 \ 16-19 1983 2221 0.48IVAI. \ \\ COA#30003��1lllllll`\\\ 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this individual truss Is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General ----------- Notes'page for additional Information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector � , plates are 20 gauge,unless the specified plate size is followed by a%18"which Indicates an 18 gauge plate,or'S#18',which indicates a high tension 18 gauge plate. EngDrwq: 2020r3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: A5 Customer: Donald Overton SID: 000,1.057404 TID: 131228 Date: 07/19/21 r Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 3-7-2 3-7-2 6-5-12 '_9 12 29 5-0-2 3-1-8 6-9-8 2-4-0 5-11-2 9-6-4 16-0-0 21-9-12 26-9-14 31-10-0 34-11-8 41-9-0 1 2 3 4 5 6 7 8 9 10 11 -6/12 4x6 2x4 3x4= 4x6 4x6 4x6 6/12 3x6 3x4 M V 4x4o 1 1 W � V7 3x8 4-3 3x6 4x10 v 3x4= 7x8= ��J i X 1 x 4x10 3x4t1 3x411 3x6 4x10 4x10 3x6 02 0 2-4-0 3-7-2 3-8-14 6-4-0 5-8-0 5-1-14 8-1-10 6-9-8 2-4-0 5-11-2 9-8-0 16-0-0 21-8-0 26-9-14 34-11-8 41-9-0 1 12 13 14,15 16 17,18 19 20 21 22 41-9-0 Truss Weight = 302.5 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R = No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 ______________Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #1 10-11 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360L/999(-0.29) 20-21 BC 2x4 SP (ALSC6-2013) #2 12 2-04-00 1763 1171 08-00 02-12 SPF 425 Vert DL L/120 L/999(-0.17) 20-21 Webs 2x9 SP (ALSC6-2013) #2 22 41-07-04 1579 1121 01-08 HGR SPF 565 Vert CR L/240 L/999(-0.40) 20-21 2x6 SP (ALSC6-2013) #2 12-2 Max Horiz = -115 / +952 at Joint 12 Horz LL 0.75in ( 0.10) @Jt22 Horz CR 1.25in ( 0.18) @Jt22 Member Forces Summary Loads Summary Cant CR 2L/240 2L/887( 0.05) 1-12 ..Mem... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord TC 1- 2 159 213 0.30 live load occurring at [23-11-00] using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and 2- 3 1866 1941 0.59 factor. horizontal deflections due to live load 3- 4 3192 3031 0.98 See Loadcase Report for loading combinations and additional details. plus the creep component of deflection 4- 5 2660 2463 0.89 Dead Loads may be slope adjusted: > 120/12 due to dead load, computed as Defl_LL + . 5- 6 2683 2427 0.90 (Kcr - 1) x Defl_DL in accordance with 6- 7 2816 2307 0.94 Notes ANSI/TPI 1. 7- 8 2810 2303 0.94 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 8- 9 2233 1814 0.78 Plates located at TC pitch breaks meet the prescriptive minimum size Bracing Data Summary 9-10 1798 1551 0.41 requirement to transfer unblocked diaphragm loads across those joints. ------------Bracing Data------------ 10-11 1531 1339 0.83 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Chords; continuous except where shown 11-OH 0 0 0.00 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. ------- Web Bracing -- CLR ----------- BC 1-12 208 108 0.10 Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Single: 17- 8 20- 8 20- 9 9-21 21-11 12-13 157 435 0.10 22-11 13-14 35 40 0.08 Continuous Restraint Bracing Req'd 15-16 2695 3074 0.69 See BCSI-B3 3.0 16-17 2098 2378 0.59 18-19 23 28 0.23 Plate offsets(X,Y): 19-20 23 28 0.36 (None unless indicated below) 20-21 1429 1649 0.81 Jnt10(0,01-03), Jntl7(0,01-12) 21-22 0 0 0.45 22-OH 0 0 0.00 Web 2-12 1824 1694 0.23 \fit\lllllf/// 2-13 1804 1708 0.40 `\\a M. B 3-15 1116 1162 0.31 .••"'••ODT 4-15 229 231 0.17 448 329 .••�%CEIVSF'•. 4-16 0. V •••,A 6-16 98 29 0.25 6-17 362 471 0.65 7-17 594 373 0.32 No.69577 8-17 835 965 0.30 1 _ 8-20 1323 1005 0.31 - 7C 9-20 716 870 0.35 9-21 370 221 0.07 /'/'�• �Flil 10-21 1314 1052 0.78 11-21 1893 z169 o.ez Qi. STATE O 11-22 1866 1552 0.33 ••,•.!�(ORI�P`,.'•• ��\ 13-15 1752 2105 0.51 14-15 47 0 0.12 SS \\\ 17-18 47 3 0.08 ''/� /OVAL \` 17-20 1853 2155 0.99 COA#30003//ifflllltt\�\ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing Indicates .�,Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information 8 General 2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector n plates are 20 gauge,unless the specified plate size is followed by a'-18"which indicates an 18 gauge plate,or'S#18",which indicates a high tension 18 gauge plate. - EnaoL ,: Y020r31w,En,, 00709-Overton-N Dixie HWY Qty 1 Truss: A6 Customer: Donald Overton SID: 0001057405 TID: 131228 Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 12-4-0 1 3-7-2 1 3-7-2 F 7-10-4 4-5-4 1 8-7-12 1 5-7-12 1 5-7-12 2-4-0 5-11-2 9-6-4 17:118 21-9-12 30-5-8 36-1-4 41-9-0 1 2 3 4 5 6 7 8 9 10 5x7 3x6 4x6 -6/12 6/12 3x6 4x4� 3x4� 63x4--1 3x6 3x8 4-3 3x6 , 4x10 v 3xI= 7x8= ^' x 4x10 3x4ii 3x4i1 3x6 4x8 4x4= 3x6 2 0 00 2-4-01 3-7-2 1 3-8-14 1 7-8-8 4-3-8 1 8-9-8 1 5-7-12 5-7-12 1 2-4-6 11 5-11-2 12 9-8-0 13,14 17-4-8 15 21-8-0 16,17 30-5-8 1819 36TM 20 41-9-0 21 •k 41-9-0 Truss Weight - 301.6 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead our Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L - 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R - No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x6 SP (ALSC6-2013) #2 6-8 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.27) 17-19 BC 2x4 SP (ALSC6-2013) #2 11 2-04-00 1763 1202 08-00 02-12 SPF 425 Vert DL L/120 L/999(-0.22) 17-19 Webs 2x4 SP (ALSC6-2013) #2 Vert CR L/240 L/975(-0.48) 17-19 2x6 SP (ALSC6-2013) #2 11-2 21 41-07-09 1579 1092 01-08 HGR SPF 565 Horz LL 0.75in ( 0.07) @Jt21 Max Horiz = -329 / +464 at Joint 11 Horz CR 1.25in ( 0.14) @Jt21 Member Forces Summary Loads Summary Cant CR 2L/240 zL/999( 0.05) 1-11 ..Mem... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord TC 1- 2 156 208 0.19 live load occurring at [23-11-00] using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and 2- 3 1832 1936 0.39 factor. horizontal deflections due to live load 3- 4 2997 3048 0.85 plus the creep component of deflection See LLoads a Report for loading combinations and additional details. due to dead load, computed as Defl LL + 4- 5 2506 2331 0.82 Dead Loads may be slope adjusted: > 12.0/12 p 5- 6 2506 2331 0.89 � (Kcr - 1) x Defl_DL in accordance with 6- 7 2642 2144 0.81 Notes ANSI/TPI 1. 7- 8 2638 2140 0.86 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 8- 9 2114 1720 0.86 Plates located at TC pitch breaks meet the prescriptive minimum size Bracing Data Summary 9-10 1747 1517 0.83 requirement to transfer unblocked diaphragm loads across those joints. ------------Bracing Data------------ 10-OH 4 0 0.00 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Chords; continuous except where shown BC 1-11 202 105 0.09 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. ------- Web Bracing -- CLR ----------- 11-12 363 440 0.09 Single: 4-15 16- 8 16-19 19- 8 20-10 12-13 34 34 0.08 Continuous Restraint Bracing Req'd 14-15 2724 2668 0.80 See SCSI-B3 3.0 15-16 1998 1880 0.63 17-18 23 23 0.50 Plate offsets(X,l): 18-19 23 23 0.53 19-20 1297 1374 0.61 (None unless indicated below) Jnt6(0,-00-05), Jnt7(0,00-02), 20-21 0 0 0.22 Jnt9(00-04,00-07), Jnt16(0,01-12) 21-OH 0 0 0.00 Web 2-11 1778 1697 0.22 2-12 1787 1625 0.40 3-14 1157 1053 0.28 M IB O 4-14 243 153 0.17 \\ `\�•,,.•....,• 4-15 861 793 0.27 6-15 460 303 0.28 _•' �,\CENSF y 6-16 358 550 0.69 7-16 858 530 0.54 8-16 889 1001 0.58 No.69577 8-19 392 291 0.10 9-19 231 190 0.21 9-20 821 696 0.42 10-20 1495 1584 0.33 10-21 1890 1553 0.33 1' 12-14 1795 1776 0.43 STATE.OF ,(/� 13-14 46 0 0.09 16-17 toe 0 0.06 iN CORIDP.•' G\ �\ A \\ 16-19 1493 1340 0.98 (�''AA11COA#0003O, A%-\``�\ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector ! plates are 20 gauge,unless the specified plate size is followed by a%18"which indicates an 18 gauge plate.or'S#18",which Indicates a high tension 18 gauge plate. - e EngDrwo: 202Or3RGT Eng 00709-Overton-N Dixie HWY Qty 1 Truss: A7 Customer: Donald Overton SID: 001 1057406 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 7-6-5 7-6-5 6-6-7 6-6-7 5-7-13 5-7-13 12-4-0 2 9-10-5 3 4 17-4-9 5 23-11-0 6 30-5-7 7 36-1-4 8 41-9-0 9 4x6 2x4 4x6 -6/12 6/12 4x4� Sx5- 3x4-- 0 3x6 a 3x8 a 4-3 3x6 x 4x6 3x6 3x4= 4x6 3x6 3x4= 4x4= 3x6 02 0 7-6-5 7-6-5 6- - 5 -711-43 WTI-0 915 1 307224-0 17-4-9 26 - 6 1 10 11 12 13 14 15 16 17 18 41-9-0 Truss Weight = 267.2 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 O.C. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R = No Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 ______________ __-_ TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #2 4-5 Reaction - --Wiy(Lbs)------------ Vert LL L/360 L/999(-0.14) 13-14 BC 2x4 SP (ALSC6-2013) #2 J10 --x-Loc0 React -Up- --Width- 02-12-Reqd -Mat PSI 10 2-09-00 1763 1201 OB-00 02-12 SPF 925 Vert DL L/120 L/999(-0.12) 13-19 Webs 2x4 SP (ALSC6-2013) #2 Vert CR L/240 L/999(-0.26) 13-14 2x6 SP (ALSC6-2013) #2 10-2 18 41-07-09 1579 1091 01-08 HGA SPF 565 Horz LL 0.75in ( 0.04) @Jt 18 Max Horiz = -332 / +471 at Joint 10 Other 2x9 SP (ALSC6-2013) #2 Horz CR 1.25in ( 0.07) @Jt18 Loads Summary Cant CR 2L/240 2L/999( 0.01) 1-10 Member Forces Summary This truss has been designed for the effects of an unbalanced top chord ..Mem... Ten Comp .CSI. live load occurring at 123-11-00] using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and TC 1- 2 118 145 0.63 factor. horizontal deflections due to live load 2- 3 2222 2333 0.93 See Loadcase Report for loading combinations and additional details. plus the creep component of deflection 3- 4 2190 2019 0.92 Dead Loads may be slope adjusted: > 12.0/12 due to dead load, computed as Defl_LL + 4- 5 2219 1993 0.87 (Kcr - 1) x Defl_DL in accordance with 5- 6 2310 1772 0.86 Notes ANSI/TPI 1. 6- 7 2310 1772 0.86 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 7- 8 2113 1714 0.88 Plates located at TC pitch breaks meet the prescriptive minimum size Bracing Data Summary 8- 9 1745 1520 0.85 requirement to transfer unblocked diaphragm loads across those joints. ------------Bracing Data------------ 9-OH 4 0 0.00 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Chords; continuous except where shown BC 1-10 171 122 0.27 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. -------------Purlins------------ 10-11 410 525 0.28 ---oc--- --From-- ---To--- #Bays 11-12 1988 1935 0.56 TC 2-00-00 17-04-09 30-05-07 7 12-13 1988 1935 0.54 ------- Web Bracing -- CIA. ----------- 13-14 1684 1585 0.59 Single: 2-11 3-13 5-14 14- 6 14- 7 14-15 1443 1343 0.55 16- 7 17- 9 15-16 1443 1343 0.49 Continuous Restraint Bracing Req'd 16-17 1300 1373 0.42 See BCSI-B3 3.0 17-18 0 0 0.19 18-OH 0 0 0.00 Plate offsets(X,Y): Web 2-10 1851 1691 0.23 (None unless indicated below) 2-11 1900 1661 0.43 IIIIIIIIf// Jnt4(00-05,-00-11), Jnt8(00-04,00-08) 3-11 318 233 0.10 \\\ /// 3-13 428 385 0.15 O 5-13 352 202 0.26 ` ..•••••• 5-14 285 346 0.18 `� /,��•'•�,CENS�''•Tis,�j 6-14 769 479 0.17 `V i 7-14 572 654 0.35 �:�• •'•� 7-16 171 94 0.04 8-16 248 187 0.21 No.69577 -_ 8-17 827 688 0.42 9-17 1499 1583 0.34 9-18 1886 1554 0.33 •'� STATE OF�,4 i� jQCORIOP.•' -N AL COA#30D03 /11 III 1 11\ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this Individual truss Is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing Indicates • Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General :2021.1.0.67 Notes'page for additional Information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size Is followed by a•-1 B"which Indicates an 18 gauge plate,or'S#18',which Indicates a high tension 18 gauge plate. EmgDL q: 2020r3RGT Enq 00709-Overton-N Dixie HWY Qty: 2 Truss: AB Customer: Donald Overton SID: 0001057407 TID: 131228 Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-01 7-6-5 7-6-5 2-7-3 i 3-6-8 i 6-11-3 1 5-7-13 F 5-7-13 12-4:0 2 9-10-5 3 4 17-4-9 59-11-16 23-6-4 7 30-5-7 8 36-1-4 9 41-9-0 10 7x8-18- 2x4 3x4= 4x8 -6/12 6/12 5x5� 4x4,- 3x4� 00 3x6 3x8 7x8-o4x8 4-3 3x6 N M x 4x6 3x6 5x10 3x4ii 3x411 3x6 4x8 4x4= 3x6 02 0 12-4-01 7-6-5 I 7-6-5 t 2-8-15 1 3-3-0 I 7-0-15 I 5-7-13 5-7-13 2-4-0 9-10-5 17-4-9 20-1-8 23-4-8 30-5-7 36-1-4 41-9-0 1 11 12 13 14 15,16 17,18 19 20 21 22 41-9-0 Truss Weight - 311.2 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Our Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R - No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI 2x4 SP (ALSC6-2013) #2 4-5 Vert LL L/360 L/999(-0.20) 15-16 BC 2x4 SP (ALSC6-2013) 02 11 2-04-00 1763 1201 08-00 02-12 SPF 425 Vert DL L/120 L/999(-0.20) 16-17 Webs 2x4 SP (ALSC6-2013) #2 22 41-07-04 1579 1091 01-08 HGR SPF 565 Vert CR L/240 L/999(-0.40) 16-17 2x6 SP (ALSC6-2013) #2 11-2 Max Horiz = -332 / +471 at Joint 11 Horz LL 0.75in ( 0.11) @Jt22 Other 2x4 SP (ALSC6-2013) #2 Horz CR 1.25in ( 0.21) @Jt22 Loads Summary Cant CR 2L/240 2L/999( 0.03) 1-11 Member Forces Summary This truss has been designed for the effects of an unbalanced top chord ...Mem... Ten Comp .CSI. live load occurring at [23-11-00] using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and TC 1- 2 114 140 0.62 factor. horizontal deflections due to live load 2- 3 2225 2336 0.97 See Loadcase Report for loading combinations and additional details. plus the creep component of deflection 3- 4 2188 2016 0.96 Dead Loads may be slope adjusted: > 12.0/12 due to dead load, computed as Defl LL + 4- 5 2217 1991 0.95 (Kcr - 1) x Defl_DL in accordance with 5- 6 2869 2477 0.70 Notes ANSI/TPI 1. 6- 7 2876 2484 0.83 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 7- 8 3029 2540 0.84 Plates located at TC pitch breaks meet the prescriptive minimum size Bracing Data Summary 8- 9 2110 1715 0.90 requirement to transfer unblocked diaphragm loads across those joints. ------------Bracing Data------------ 9-10 1747 1521 0.87 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Chords; continuous except where shown 10-OH 4 0 0.00 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. -------------Purlins------------ BC 1-11 165 115 0.27 ---oc--- --From-- ---To--- #Bays 11-12 410 524 0.28 TC 2-00-00 17-04-09 30-05-07 7 12-13 1992 1940 0.57 ------- Web Bracing -- CLR - 13-14 1992 1940 0.53 Single: 2-12 3-14 14- 5 5-16 17- 8 14-15 16 16 0.22 17-20 20- 8 21-10 16-17 2546 2509 0.56 Continuous Restraint Bracing Req'd 18-19 12 12 0.29 See BCSI-B3 3.0 19-20 12 12 0.33 20-21 1303 1376 0.47 Plate offsets(X,Y): 21-22 0 0 0.20 (None unless indicated below) 22-OH 0 0 0.00 / Jnt4(00-05,-00-11), Jnt5(00-05,-01-03), ` Web 2-11 1847 1688 0.23 \\ // Jnt8(00-02,-00-01), Jnt9(00-04,00-08), 2-12 0.44 3-12 1911 673 324 1238 0.10 `��\-`\�. � 8 OO_7/// Jnt16(0,01-05) 3-14 437 903 0.16 �� Vl /• / 5-14 1313 1347 0.47 i 5-16 1901 1930 0.43 �; �'•� 6-16 93 65 0.13 7-16 313 296 0.25 No.69577 7-17 504 366 0.26 8-17 1432 1516 0.60 7� k _ 8-20 667 608 0.21 _ 9-20 207 178 0.20 /V"• l 9-21 826 694 0.42 10-21 1502 1586 0.34 "L STATE OF 14-16 2342 2201 0.54 // •••.FCOR10.••�G�� 15-16 8 6 0.11 ///rs� 17-18 86 0 0.06 /,/ /ONAL �`\\• 17-20 1531 1423 0.37 COA#30003////I I 1 1 11 W 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss Is based on design criteria and requirements supplied by _ Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes'page for additional Information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-18"which Indicates an 18 gauge plate,or'S#18',which Indicates a high tension 18 gauge plate. - EngDrwq: 202Or3RGT Enq 00709•Overton-N Dixie HWY Qty: 1 Truss: A9 Customer: Donald Overton SID: 0001057408 TID: 131228 Date: 07/19/21 Truss Mir.Contact:Rick Mills Page: 1 of 1 2-4-0 7-6-5 7-6-5 2-7-3 5-2-14 5-2-14 5-0-3 5-0-3 -3-a 2-4-0 9-10-5 17-4-9 19-i1-1 25-2-10 30-5-7 35-5-10 40-5-12 1-9 1 2 3 4 5 6 7 8 9 10 11 7x8-18- 2x4 3x4= 4x8 -6/12 3x4,- 6/12 Sx5� 3x4 oo 3x6 0 4x6 c+ 3x8 7x8- 0 3x6 3x4= 3x4= 3x4= 4x10 v 4_3 3x6 °0 N x x 4x6 3x6 5x10 3x411 3x4u3x6 02 0 2-4-0 7-6-5 7-6-5 2-8-15 5-1-2 5-2-14 5-0-3 4-10-7 1-5-0 2-4-0 9-10-5 17-4-9 20-1-8 25-2-10 30-5-7 35-5-10 40-4-0 41-9' 1 12 13 14 15 16,17 18 19 20 21 22,23 24 41-9-0 Truss Weight = 296.7 16 Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B - 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R - No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary ...Mem... Ten comp CSI. Deflection Summary TC 2x4 SP (ALSC6-2013) #1 22-23 16 0 0.09 TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #2 5-8 22-24 48 39 0.01 Vert LL L/360 L/999(-0.21) 16-17 BC 2x4 SP (ALSC6-2013) #2 Reaction Summary Vert DL L/120 L/999(-0.22) 17-19 Webs 2x4 SP (ALSC6-2013) #2 -------------- ---- Vert CR L/240 L/999(-0.43) 17-19 2x6 SP (ALSC6-2013) #2 12-2 Reaction - --Wiy(Lbs)------------ Horz LL 0.75in, ( 0.19) @Jt24 Other 2x4 SP (ALSC6-2013) #2 J12 --x-Loc0 React -Up- --Width- 02-12-Reqd -Mat PSI Horz CR 1.25in ( 0.36) @Jt24 12 2-07-04 1579 1091 01-08 0HGR SPF 565 Cant CR 2L/240 2L/999( 0.03) 1-12 24 41-07-09 1579 1091 01-08 HGR SPF 565 Member Forces Summary Max Horiz = -332 / +471 at Joint 12 Vert CR and Horz CR are the vertical and ...Mem... Ten Comp .CSI. TC 1- 2 115 141 0.62 Loads Summary horizontal deflections due to live load 2- 3 2224 2335 0.99 This truss has been designed for the effects of an unbalanced top chord plus the creep component of deflection 3- 4 2186 2015 0.97 live load occurring at [23-11-001 using a 1.00 Full and 0.00 Reduced load due to dead load, computed as Defl_LL + 4- 5 2215 1989 0.75 factor. (Kcr - 1) x Defl_DL in accordance with 5- 6 2898 2496 0.95 See Loadcase Report for loading combinations and additional details. ANSI/TPI 1. 6- 7 2905 2504 0.98 Dead Loads may be slope adjusted: > 12.0/12 7- 8 2978 2489 0.98 Bracing Data Summary 8- 9 2764 2412 0.73 Notes ------------Bracing Data------------ 9-10 2987 2677 0.73 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Chords; continuous except where shown 10-11 2293 1844 0.54 Plates located at TC pitch breaks meet the prescriptive minimum size -------------Purlins------------ 11-OH 4 0 0.00 requirement to transfer unblocked diaphragm loads across those joints. ---oc--- --From-- ---To--- #Bays BC 1-12 166 117 0.27 Continuous Lateral Restraint (CLR) rows require diagonal bracing per TC 2-00-00 17-04-09 30-05-07 7 12-13 410 526 0.28 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. ------- Web Bracing -- CLR ----------- 13-14 1991 1939 0.57 Single: 2-13 3-15 15- 5 5-17 14-15 1991 1939 0.53 Continuous Restraint Bracing Req'd 15-16 17 17 0.22 See BCSI-B3 3.0 17-18 2489 2434 0.57 18-19 2489 2434 0.55 Plate offsets(X,Y): 19-20 2069 1927 0.48 (None unless indicated below) 20-21 2332 2390 0.52 Jnt4(00-05,-00-11), Jnt5(00-05,-01-03), 21-22 1699 2142 0.42 \,�tt1111// Jnt8(00-02,-00-01), Jntll(0,-00-01), 23-24 15 18 0.01 \ p / Jntl7(0,01-05), Jnt22(0,00-04) 24-OH 0 0 0.00 p\\\\ �\ M. O Web 2-12 1847 1688 0.23 \ _\�\�•.••'• •., 0� 2-13 1909 1670 0.44 3-13 324 237 0.10 \ �V \' �••• -7' i 3-15 438 404 0.16 �:•• •'•� 5-15 1307 1343 0.47 5-17 1955 2007 0.44 No.69577 -_ 7-17 242 2116 0.26 7-19 608 412 0.26 8-19 628 758 0.85 i /'/1 r � 8-20 288 350 0.21 ' 9-20 627 345 0.23 ••�'� STATE"OF 9-21 160 85 0.03 j •'•, /.` '••_�� •CORtOP. '• \ 10-21 647 577 0.25 10-22 964 727 0.28 """ \\\ 11-22 1809 2283 0.41 /// TONAL E \ 11-24 1833 1535 0.32 COA#30003///1 11111t,\\\ 15-17 2338 2196 0.54 16-17 8 6 0.11 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this Individual truss is based on design criteria and requirements supplied by "Component Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing Indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector ,- plates are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gauge plate,or"S#18",which Indicates a high tension 18 gauge plate. - EngDrwq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty: 3 Truss: Al Customgr: Donald Overton SID: 0001057409 TID: 131228 �. Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-01 7-6-5 7-6-5 2-7-3 I 5-2-14 i 5-2-14 i 4-11-5 i 4-11-5 2-4-0 9-10-5 17-4-9 19-11-12 25-2_10 30-5-7 35-4-12 40-4-0 1 2 3 4 5 6 7 8 9 10 5x7 2x4 3x4= 4x8 -6/12 6/12 3x6 3x4 3x4- '0 4x6 0 a 3x8 7x8� 0 3x6 3x4= 3x4= 3x8 3x6 4-3 3x6 X N x 3x8 3x6 5x10 3x4ii 02 0 _21 -0 7-6-5 7-6-5 -2 2-8-15 I 5-1 I 5-2-14 I 4-11-5 I 4-11-5 2-4-0 9-10-5 17-4-9 20-1-8 25-2-10 30-5-7 35-4-12 40-4-0 1 11 12 13 14 15,16 1718 19 20 21 'I 40-4-0 Truss Weight = 271.9 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead our Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) - 165 mph 10 psf Non-Concurrent SCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab• Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #2 4-5 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.18) 15-16 5-8 11 2-04-00 1703 1159 08-00 02-11 SPF 425 Vert DL L/120 L/999(-0.19) 16-18 BC 2x4 SP (ALSC6-2013) #2 21 40-01-04 1526 1056 01-08 HGR SPF 565 Vert CR L/240 L/999(-0.37) 16-18 Webs 2x4 SP (ALSC6-2013) #2 Max Horiz - -332 / +498 at Joint 11 Horz LL 0.75in ( 0.08) @Jt21 2x6 SP (ALSC6-2013) #2 11-2 Horz CR 1.25in ( 0.15) @Jt21 21-10 Loads Summary Cant CR 2L/240 2L/999( 0.03) 1-11 This truss has been designed for the effects of an unbalanced top chord Member Forces Summary live load occurring at [23-11-00] using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and .-.Mem... Ten Comp .CSI. factor. horizontal deflections due to live load TC 1- 2 100 137 0.61 See Loadcase Report for loading combinations and additional details plus the creep component of deflection 2- 3 2128 2235 0.97 Dead Loads may be slope adjusted: > 12.0/12 due to dead load, computed as Defl LL + 3- 4 2080 1901 0.96 (Kcr - 1) x Def1_DL in accordance with 4- 5 2105 1847 0.94 Notes ANSI/TPI 1. 5- 6 2767 2323 0.96 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 6- 7 2774 2330 0.98 Plates located at TC pitch breaks meet the prescriptive minimum size Bracing Data Summary 7- 8 2797 2264 0.99 requirement to transfer unblocked diaphragm loads across those joints. ------------Bracing Data------------ 8- 9 2498 2095 0.79 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Chords; continuous except where shown 9-10 2369 2047 0.77 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. -------------Purlins------------ 10-OH 7 0 0.00 ---oc--- --From-- ---To--- #Bays BC 1-11 161 110 0.27 TC 2-00-00 17-04-09 30-05-07 7 11-12 410 550 0.28 ------- Web Bracing -- CLR ----------- 12-13 1903 1848 0.56 Single: 2-12 3-14 14- 5 5-16 13-14 1903 1848 0.51 Continuous Restraint Bracing Req'd 14-15 16 16 0.22 See BCSI-B3 3.0 16-17 2264 2225 0.52 17-18 2264 2225 0.51 Plate offsets(X,Y): 18-19 1790 1727 0.43 (None unless indicated below) 19-20 1780 1985 0.40 Jnt5(0,-00-02), Jnt8(00-02,-00-01), 20-21 0 29 0.19 }\}111i1f Jnt10(0,-00-01), Jntl2(-00-08;0), 21-OH 0 0 0.00 \\\ /// Jntl6(0,01-05), Jnt20(00-08,0) Web 2711 1791 1629 0.22 \\ M. / 2-12 1824 1591 0.42 1300 //// 3-12 311 223 0.09 3-14 452 414 0.16 `G/ '••�•}C'ENSF•�'•,"j' / 5-14 1200 1237 0.43 �:'• ',� 5-16 1783 1851 0.40 6-16 308 186 0.14 No.69577 7-16 294 240 0.26 7-18 664 473 0.30 8-18 709 835 0.94 8-19 140 171 0.10 ��. �L 9-19 318 158 0.09 �• 9-20 558 423 0.10 -�..- STATE OF io-z� ias9 isoi o.i3 /i ' .F4ORIDP' 14-16 2196 2052 0.50 // S,11 '......•''�av\\ 15-16 8 5 0.10 '/// �01VA1L \\\ COA#30003////11111}}}}\ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by - Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector :. plates are 20 gauge,unless the specified plate size Is followed by a"A 8"which Indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. EngDrwq: 202Or3RGT Eng 00709-Overton-N Dixie HWY City: 1 Truss: A11 Customer: Donald Overton SID: 0001057410 TID: 131228 Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 7-6-5 i 7-6-5 1 2-7-3 i 5-2-14 i 5-2-14 I 4-11-5 i 4-11-5 1-6-8 9-0-13 16-7-1 19-2-4 24-5-2 29-7-15 34-1-4 39-6-8 1 2 3 4 5 6 7 8 9 10 5x7 2x3it 3x4= 4x8 -6/12 3x10-18 3x4,- 6/12 3x4 �? 4x6 0 o+ � 5x10 7xga o 3x6 3x4= 3x4= 3x8 3x6 8-15 3x6 ,D N x 4x6 3x6 Sx10 2x4 7-6-5 1 7-6-5 12-8-15 1 5-1-2 i 5-2-14 4-11-5 1_ 4-11-5 1-6-8 9-0-13 16-7-1 1;_ _5 24-5-2 29-7-15 34-7-4 39-6-8-8 1 11 12 13 14 15,16 17 18 19 20 21 r 39-6-8 - Truss Weight = 275.1 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 17.3 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) DSS 1-4 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.19) 15-16 2x4 SP (ALSC6-2013) #1 8-10 11 1-06-08 1636 1112 08-00 02-09 SPF 425 Vert DL L/120 L/999(-0.19) 16-18 BC 2x4 SP (ALSC6-2013) #2 21 39-03-12 1527 1058 01-08 HGR SPF 565 Vert CR L/240 L/999(-0.38) 16-18 Webs 2x4 SP (ALSC6-2013) #2 Max Horiz = -330 / +481 at Joint 11 Horz LL 0.75in ( 0.08) @Jt21 2x6 SP (ALSC6-2013) #2 11-2 Horz CR 1.25in ( 0.15) @Jt21 21-10 Loads Summary Cant CR 2L/240 2L/999( 0.01) 1-11 This truss has been designed for the effects of an unbalanced top chord Member Forces Summary live load occurring at [23-01-08] using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and ...Mem... Ten Comp .CSI. factor, horizontal deflections due to live load TC 1- 2 663 751 0.08 See Loadcase Report for loading combinations and additional details. Plus the creep component of deflection 2- 3 2136 2241 0.69 Dead Loads may be slope adjusted: > 12.0/12 due to dead load, computed as Defl_LL + 3- 4 2094 1907 0.63 (Kcr - 1) x Defl_DL in accordance with 4- 5 2111 1800 0.98 Notes ANSI/TPI 1. 5- 6 2772 2329 0.89 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 6- 7 2779 2336 0.95 Plates located at TC pitch breaks meet the prescriptive minimum size' Bracing Data Summary 7- 8 2801 2268 0.96 requirement to transfer unblocked diaphragm loads across those joints. ------------Bracing Data------------ 8- 9 2501 2098 0.78 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Chords; continuous except where shown 9-10 2372 2050 0.74 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. -------------Purlins------------ 10-OH 7 0 0.00 ---oc--- --From-- ---To--- #Bays BC 1-11 127 117 0.29 TC 2-00-00 16-07-01 29-07-15 7 11-12 377 488 0.29 ------- Web Bracing -- CLR ----------- 12-13 1914 1920 0.55 Single: 2-12 3-14 14- 5 5-16 13-14 1914 1920 0.52 Continuous Restraint Bracing Req'd 14-15 16 16 0.23 See BCSI-B3 3.0 16-17 2268 2235 0.52 17-18 2268 2235 0.52 Plate offsets(X,Y): 18-19 1792 1730 0.43 (None unless indicated below) 19-20 1783 1987 0.40 Jnt5(0,-00-02), Jnt8(00-02,-00-01), 20-21 0 29 0.19 \\\Illllf// Jntl0(0,-00-0l), Jntl6(0,01-05), 21-OH 0 0 0.00 \\� /// Jnt20(OO-08,0) Web 1- 2 852 754 0.27 \\ ` M. 80 2-11 1691 1534 0.21 _`�\� ,.•••••..• ' � 0 2-12 1975 1782 0.47 �� V \LENS 3-12 319 222 0.09 \ ••• -7 i 3-14 509 431 0.17 �:•• ••.� 5-14 1190 1232 0.43 i 5-16 1787 1858 0.40 No.69577 _ 7-16 299 241 0.26 - *' 7-18 674 474 0.30 8-18 711 848 0.95 /`/�>OF ' 8-19 139 170 0.10 9-19 318 158 0.09 •�' STATE 9-20 559 423 0.10 •'•• F N, 10-20 1843 2037 0.79 / �(� ••.LORIDP•'•• �`�\ 10-21 1860 1503 0.23 ///SS1 •......• �v\\ 22022 2087 0.51 15-16 7 0. ,, /O'•' `L \\ COA#30003 //I I I I I I\\ 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by ®Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing Indicates • Trues Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information 8.General 2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size Is followed by a"-18"which Indicates an 18 gauge plate,or'S#18•,which indicates a high tension 18 gauge plate. EngDrwq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty. 6 Truss: Al2 Customgr: Donald Overton SID: 0001057411 TID: 131228 Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 i 2-8-05-0-5 i 2-7-3 i 5-2-14 r 5-2-14 i 4-11-5 r 4-11-5 1 2-8-0 2 7-8-5 3 12-8-9 415-3-125 20-6-10 6 25-9-7 7 30-8-12 8 35-8-0 9 5x7 2x3)i 3x4= 4x6 Oi 1 -6/12 6/124x4� ��3x4-- Wit c 3 4x6 i' M 7x8= o 3x6 3x4= 3x4= 4x4= 3x6 00 00 r r N ry 2x3it 5x10 4x8 2x4 2-4-0' 2-8-0 i 10-0-9 i 2-8-1' i 5-1-2 i 5-2-14 4-11-5 i 4-11-5 10 2-8-0 11 12-8-9 1215-5 13,14 20-6-10 15 16 25-9-7 17 4- 1-' 18 35-8-0 19 35-8-0 Truss Weight = 257.2 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead our Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) - 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #1 7-9 Vert LL L/360 L/999(-0.23) 11-12 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI BC 2x4 SP (ALSC6-2013) #2 Vert DL L/120 L/999(-0.13) 11-12 Webs , 2x4 SP (ALSC6-2013) #2 11 2-05-04 1324 1915 08-08 0HGR SPF 565 Vert CR L/240 L/999(-0.36) 11-12 2x6 SP (ALSC6-2013) #2 11-2 19 35-OS-09 1324 915 01-08 HGR SPF 565 Horz LL 0.75in ( 0.07) @Jtl9 19-9 Max Horiz -398 / +479 at Joint 11 Horz CR 1.25in ( 0.13) @Jtl9 Loads Summary Cant CR 2L/240 2L/999( 0.03) 10-11 Member Forces Summary This truss has been designed for the effects of an unbalanced top chord ..Mem... Ten Comp .CSI. live load occurring at [19-03-00] using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and TC OH- 1 4 0 0.00 factor. horizontal deflections due to live load 1- 2 89 141 0.39 plus the creep component of deflection See LLoads a Report for loading combinations and additional details. due to dead load, computed as Defl LL + 2- 3 588 65 0.74 Dead Loads may be slope adjusted: > 12.0/12 p 3- 9 1588 1259 0.79 (Kcr - 1) x Defl_DL in accordance with 4- s 2178 1664 0.62 Notes ANSI/TPI 1. 5- 6 2184 1669 0.89 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 6- 7 2376 1772 0.92 Plates located at TC pitch breaks meet the prescriptive minimum size Bracing Data Summary 7- 8 2201 1739 0.73 requirement to transfer unblocked diaphragm loads across those joints. ------------Bracing Data------------ 8- 9 2123 1752 0.71 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Chords; continuous except where shown 9-OH 7 0 0.00 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. -------------Purlins------------ BC OH-10 0 0 0.00 -oc--- --From-- ---To--- #Bays 10-11 80 71 0.53 TC 2-00-00 12-08-09 25-09-07 7 11-12 894 923 0.80 ------- Web Bracing -- CLR ----------- 12-13 12 12 0.52 Single: 11- 3 12- 4 4-14 14-15 1772 1804 0.42 Continuous Restraint Bracing Req'd 15-16 1772 1804 0.44 See BCSI-B3 3.0 16-17 1473 1464 0.38 17-18 1516 1765 0.35 Plate offsets(X,Y): 18-19 0 30 0.13 (None unless indicated below) 19-OH 0 0 0.00 Jnt4(-00-10,-00-05), Jnt9(0,-00-01), Web 1-10 10 70 0.12 \\\�tiiia5/// Jntll(0,-00-09), Jntl4(0,01-12) 1-11 123 56 0.02 \ // 3-11 1432 1442 0.43 ��`J��J..M. 1300 3-12 256 177 0.19 ••'\-xGEN`%F 4-12 1110 1103 0.39 4-14 1488 1635 0.34 •• •'.� 5-14 388 244 0.17 6-14 294 308 0.34 No.69577 -_ 7-16 447 613 0.69 - -_ 7-17 168 201 0.12 8-17 371 142 0.08 8-18 499 352 0.09 9-18 1568 1806 0.70 Q -t..- STATE OF 4(/ 9-19 1691 1300 0.21 / •'•,FCORIDP.•• �� 12-14 1451 1388 0.34 /, 13-14 0 62 0.08 / S """1 COA#30003�/0IVA1_ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing Indicates ®Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information 8 General 2021.1.0.67 Notes*page for additional Information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector , plates are 20 gauge,unless the specified plate size is followed by a%18•which Indicates an 18 gauge plate,or'S#18%which Indicates a high tension 18 gauge plate. - EngDrwq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: A13 Customer: Donald Overton SID: 000,1057412 TID: 131228 Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 5-0-5 5-0-5 2-7-3 5-2-14 13-2_-1 5-0-3 5-0-3 1-3-a 7-8-5 12-8-9 15-3-12 20-6-10 25-9-7 30-9-10. 35-9-12 71 1 2 3 4 5 6 7 8 9 10 5x7 3x4= 2x3i1 4x6 6/12 -6/12 4x4,, 3x4,- 00 3x6 o' 2x31i 4x6 Q 3x4= 5x10 0 3x6 4x6 3x4= 3x4= 4xl0 oo ' N N Wit 5x10 4x8 2x4 2x4 3x6 '`2-0 2-8-0 10-0-9 20 -15 5-1-2 5-2-14 5-0-3 4-10-7 1-5-0 2-8-0 12-8-9 15-5-8 20-6-10 25-9-7 30-9-10 35-8-0 2-13 11 12 13 14,15 1617 18 19 20,21 22 37-1-0 Truss Weight = 278.4 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = No Fab Tolerance: 20. Creep (Kcr) 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf CSC End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.23) 12-13 webs 2x4 SP (ALSC6-2013) N2 12 2-08-00 1592 1084 08-00 02-08 SPF 425 Vert DL L/120 L/999(-0.14) 12-13 2x6 SP (ALSC6-2013) N2 12-2 22 36-11-04 1378 951 01-08 HGR SPF 565 Vert CR L/240 L/999(-0.37) 12-13 Max H36-1oriz - -137 / +4q7 at Joint 12 Horz LL 0.75in ( 0.17) @Jt22 Member Forces Summary Horz CR 1.25in ( 0.30) @Jt22 ...Mem... Ten comp .CSI. Loads Summary Cant CR 2L/240 2L/999( 0.03) 11-12 TC OH- 1 4 0 0.00 This truss has been designed for the effects of an unbalanced top chord 1- 2 89 140 0.34 live load occurring at [19-03-001 using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and 2- 3 228 65 0.53 factor. horizontal deflections due to live load 3- 4 1650 1336 0.75 See Loadcase Report for loading combinations and additional details. plus the creep component of deflection 4- 5 2242 1787 0.63 Dead Loads may be slope adjusted: > 120/12 due to dead load, computed as De£1_LL + . 5- 6 2485 1947 0.92 (Kcr - 1) x Defl_DL in accordance with 6- 7 2485 1947 0.92 Notes ANSI/TPI 1. 7- 8 2394 2000 0.97 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 8- 9 2639 2289 0.97 Plates located at TC pitch breaks meet the prescriptive minimum size Bracing Data Summary 9-10 2086 1613 0.73 requirement to transfer unblocked diaphragm loads across those joints. ------------Bracing Data------------ 10-OH 4 0 0.00 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Chords; continuous except where shown BC OH-11 0 0 0.00 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. -------------Purlins------------ 11-12 79 71 0.53 ---oc--- --From-- ---To--- @Bays 12-13 943 969 0.81 TC 2-00-00 12-08-09 25-09-07 7 13-14 13 13 0.52 ------- Web Bracing -- CLR ----------- 15-16 1793 1793 0.43 Single: 12- 3 13- 4 4-15 16-17 1793 1793 0.44 Continuous Restraint Bracing R_eq'd 17-18 1703 1609 0.42 See SCSI-B3 3.0 18-19 1984 2077 0.44 19-20 1490 1958 0.38 Plate offsets(X,Y): 21-22 14 17 0.01 (None unless indicated below) 22-OH 0 0 0.00 Jnt4(-00-10,-00-05), Jntl0(0,-00-01), Web 1-11 10 70 0.12 \,+t llllfJ/ Jntl2(0,-00-09), Jntl5(0,00-04), 1-12 123 56 0.02 \\\\� M. 8 O Jnt20(O,00-04) 2-12 544 288 0.07 3-12 1494 1519 0.45 \� \� 0 3-13 280 203 0.22 4-13 1188 1193 0.42 �..' .••� i 4-15 1621 1748 0.37 5-15 647 395 0.28 5-17 377 364 0.40 No.69577 -_ 6-17 632 394 0.25 7-17 391 523 0.59 7-18 297 360 0.22 8-18 646 359 0.24 ./(/'�� 4,44t 8-19 134 55 0.02 9-19 504 452 0.20 1STATE OF9-20 883 635 0.25j T • � 10-20 1586 2085 0.36 i� •..CORIDP.•'•G\ �� 10-22 1655 1337 0.29 �� S1 '•'�" �\\ 13-15 15466 1473 35 14-15 0. 20-21 16 0 0.09 COA#30003 20-22 45 36 0.01 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this Individual truss Is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing Indicates ®Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gauge plate,or'S#18',which Indicates a high tension 18 gauge plate. ERgDrwq: 2020r3RGT Enq 00769-Overton-N Dixie HVVY Qty: 1 Truss: A14 Customer: Donald Overton SID: 0001057413 TID: 131228 Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-6-0 1 4-8-0 4-8-0 to-t. 2-7-4 5-2-14 5-2-14 5-0-2 5-0-2 -3-4 2-6-0 7-2-0 11-10-0 1z-8-815-3-12 20-6-10 25-9-8 30-9-10 35-9-12 7-1 1 2 3 4 5 6 7 8 9 10 11 6/12 6/12 Sx7 3x4= 2x311 4x6 4x6 3x41t 3x10-18 3 x4= -6/12 31x4�, ^ 3x6 ^ ^' 4x6 O1 co v Sx10 o 3x6 4x6 3x4= 3x4= 4x10 Wit 3x6 4x4= 4x8 2x4 2x4 3x6 2-4 2-5-12 4-8-4 5-6-8 2-9-0 5-1-2 5-2-14 5-0-2 4-10-6 2-5-12 7-2-0 12-8-8 15-5-8 20-6-10 25-9-8 30-9-10 35-8-0 7-1 12 13 14 15 16,17 18 19 20 21 22,23 24 37-1-0 Truss Weight = 316.8 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 O.C. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 1b TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = No R = No Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf CSC End Zone: 6-03-10 Material Summary ...Mem... Ten comp CSI. Deflection Summary TC 2x4 SP (ALSC6-2013) #2 11-24 1661 1337 0.29 TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #1 2-4 15-17 1568 1469 0.35 Vert LL L/360 L/999(-0.20) 15-16 5-8 16-17 21 1 0.11 Vert DL L/120 L/999(-0.20) 17-19 BC 2x4 SP (ALSC6-2013) #2 22-23 16 0 0.09 Vert CR L/240 L/999(-0.39) 17-19 Webs 2x4 SP (ALSC6-2013) #2 22-24 45 36 0.01 Horz LL 0.75in ( 0.18) @Jt24 2x6 SP (ALSC6-2013) #2 13-2 Reaction Summary Horz CR 1.25in ( 0.31) @Jt24 --------------Reaction Summary(Lbs)---------------- Cant CR 2L/240 2L/905( 0.06) 12-13 Member Forces Summary Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI ...Mem... Ten Comp .CSI. 13 2-08-00 1592 1135 08-00 02-08 SPF 425 Vert CR and Horz CR are the vertical and TC OH- 1 4 0 0.00 24 36-11-04 1378 900 01-08 HGR SPF 565 horizontal deflections due to live load 1- 2 63 14 0.20 Max Horiz - -292 / +108 at Joint 13 plus the creep component of deflection 2- 3 970 669 0.75 due to dead load, computed as Defl LL + 3- 4 1556 1121 0.79 Loads Summary (Kcr - 1) x Defl_DL in accordance with 4- 5 1363 982 0.65 This truss has been designed for the effects of an unbalanced top chord ANSI/TPI 1. 5- 6 2247 1776 0.83 live load occurring at [19-03-00] using a 1.00 Full and 0.00 Reduced load 6- 7 2505 1950 0.68 factor. Bracing Data Summary 7- 8 2505 1950 0.68 See Loadcase Report for loading combinations and additional details. - ---------Bracing Data------------ 8- 9 2406 2000 0.97 Dead Loads may be slope adjusted: > 12.0/12 Chords; continuous except where shown 9-10 2651 2289 0.97 ------- Web Bracing -- CLR -- 10-11 2092 1612 0.73 Notes Single: 13- 2 2-14 14- 3 3-15 15- 5 11-OH 4 0 0.00 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 5-17 BC OH-12 0 0 0.00 Plates located at TC pitch breaks meet the prescriptive minimum size Continuous Restraint Bracing Req'd 12-13 0 0 0.11 requirement to transfer unblocked diaphragm loads across those joints. See BCSI-B3 3.0 13-14 594 209 0.17 Continuous Lateral Restraint (CLR) rows require diagonal bracing per 14-15 669 488 0.30 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Plate offsets(X,Y): 15-16 16 18 0.10 (None unless indicated below) 17-18 1784 1733 0.42 Jnt2(0,-00-08), Jnt4(-00-02,00-04), 18-19 1784 1733 0.44 Jnt5(0,-00-02), Jntll(0,-00-01), 19-20 1703 1584 0.42 Jntl7(0,00-04), Jnt22(0,00-04) 20-21 1985 2087 0.44 21-22 23-24 1414 90 1917 0.01 \\\ M B Web 1-12 39 71 0.06 \ �` 1-13 205 102 0.10 \-\C ENS' '•.• 2-13 1862 1442 0.29 ` •••• •••� i 2-14 1441 1888 0.78 3-14 1671 1201 0.39 No.69577 3-15 835 1074 0.47 1 ' 5-15 1918 1742 0.61 5-17 1541 1586 0.35 6 6-19 389 383 0.42-17 985 286 0.20 - 7-19 657 412 0.26 STATE OF �� 8-19 395 513 0.57 i N 8-20 297 3600.22 (ORtQ ` -' N9-20 647 359 0.24 /10-21 505 444 0.19 �NAL e\\\\ 10-22 885 635 0.25 COA#30003��/�111111%\\\ 11-22 1585 2091 0.35 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing indicates Trues Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General ------.D.67 Notes"page for additional Information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector , plates are 20 gauge,unless the specified plate size Is followed by a%18•which Indicates an 18 gauge plate,or'S#18',which indicates a high tension 18 gauge plate. EngDrwq: 2020r3RGT Enq 00709-Overton-N Dixie HWY Qty- 1 Truss: A15 Customer: Donald Overton SID: 0001057414 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 1-4-8 6-7-4 6-7-4 6-7-4 6-7-4 4-7-12 4-7-12 i-4-82 4 5 7.7-11-12 3 14-7-0 21-2-4 6 27-9-8 32-5-4 8 37-1-0 9 6/12 5x7 3x4u 3x10-18 3x4= 2x3u 4x6 2x3u -6/12 3x8 n r m o i X n r v 00 r v r M 3x6 4x4= 3x4=3x6 4x6 3x4= 3x6 4x6 7-11-12 ) 6-7-4 i 6-7-4 6-7-4 i 9-3-8 7-11-12 14-7-0 21-2-4 27-9-8 37-1-0 10 11 12 13 14 15 16 17 J _ - F 37-1-0 Truss Weight - 266.9 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = � 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC - 5.0 BC - 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = No R = No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) tit 2-9 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.24) 15-17 4-7 10 02-12 1560 1060 08-00 02-07 SPF 425 Vert DL L/120 L/999(-0.14) 15-17 BC 2x4 SP (ALSC6-2013) #2 17 36-11-04 1498 975 01-08 HGR SPF 565 Vert CR L/240 L/999(-0.39) 15-17 Webs 2x4 SP (ALSC6-2013) #2 Max Horiz = -281 / +55 at Joint 10 Horz LL 0.75in ( 0.03) @Jt17 2x6 SP (ALSC6-2013) #2 10-1 Horz CR 1.25in ( 0.07) @Jtl7 Loads Summary Member Forces Summary This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and ..Mem... Ten Comp .CSI. live load occurring at [14-07-00] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load TC OH- 1 7 0 0.00 factor. plus the creep component of deflection 1- 2 105 54 0.21 See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL + 2- 3 1667 1249 0.79 Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with 3- 4 2362 1746 0.86 ANSI/TPI 1. 4- 5 2362 1746 0.80 Notes 5- 6 2482 1777 0.89 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Bracing Data Summary 6- 7 2482 1777 0.88 Plates located at TC pitch breaks meet the prescriptive minimum size ------------Bracing Data------------ 7- 8 2109 1596 0.96 requirement to transfer unblocked diaphragm loads across those joints. Chords; continuous except where shown 8- 9 166 53 0.62 Continuous Lateral Restraint (CLR) rows require diagonal bracing per ------- Web Bracing -- CLR ----------- 9-OH 4 0 0.00 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Single: 10- 2 2-11 11- 3 3-12 5-14 BC OH-10 0 0 0.00 14- 7 8-17 10-11 259 76 0.67 Continuous Restraint Bracing Req'd 11-12 1249 1223 0.66 See BCSI-B3 3.0 12-13 1746 1871 0.59 13-14 1746 1871 0.57 Plate offsets(X,Y): 14-15 1363 1381 0.75 (None unless indicated below) 15-16 1093 1324 0.82 Jnt2(-00-10,-00-05) 16-17 1093 1324 0.76 17-OH 0 0 0.00 Web 1-10 223 135 0.07 2-10 1831 1345 0.38 2-11 1592 2032 0.96 3-11 1575 1056 0.30 3-12 765 1071 0.49 \ `��•,.••• •.,•O�//� 5-12 852 513 0.54 ;\ /'V.•'ocENSF 5-14 241 184 0.08 ��V,' .••� i 6-14 765 499 0.52 7-14 639 868 0.41 i 7-15 313 179 0.18 _ No.69577 8-15 415 338 0.29 8-17 2080 1717 0.41 - 9-17 327 130 0.05 STATE�OF 4(/ FCORIDP. '• .�� SNAL COA#30003 1/111111 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing indicates ®Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector , plates are 20 gauge,unless the specified plate size is followed by a'-18'which indicates an 18 gauge plate,or•S#18',which Indicates a high tension 18 gauge plate. EngDrwq: 2020r3RGT Enq 00709-Overton-N Dixie HWY Qty- 1 Truss: A16 Customer: Donald Overton SID: 0001057415 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 t 7-5-6 I 7-5-6 I 7-5-6 7-5-6 l 7-3-8 1 7-5-6 2 14-10-12 3 4 22-4-2 5 29-9-8 6 37-1-0 7 4x6 3x4= 3x6 2x3ii 3x4= 4x8 -6/12 � 4x6 0 i v t m 3x6 4x6 4x6 3x6 3x4= 5x5= 3x6 l 7-5-6 ) 7-5-6 l 7-5-6 l 7-5-6 l 7-3-8 7-5-6 14-10-12 22-4-2 29-9-8 37-1-0 8 9 10 11 12 13 14 ,l 37-1-0 Truss Weight = 237.7 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind ,now Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L - 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No _ End Vertical Exposed: L = No R = No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chic: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) DSS 6-7 Vert LL L/360 L/999(-0.14) 10-12 BC 2x4 SP (ALSC6-2013) #2 Jnt --X02-12 React -Op- --Width- 02-06-Reqd -Mat PSI Vert DL L/120 L/999(-0.14) 10-12 Webs 2x4 SP (ALSC6-2013) #2 8 02-04 1479 1979 01-08 02-06 SPF 565 Vert CR L/240 L/999(-0.28) 10-12 2x6 SP (ALSC6-2013) #2 8-1 19 36-11-09 1479 979 at Jo HGR SPF 565 Horz LL 0.75in ( 0.03) @Jtl4 Max Horiz -259 / +16 at Joint 8 Horz CR 1.25in ( 0.06) @Jt19 Member Forces Summary Loads Summary ..Mere... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and TC OH- 1 0 0 0.00 live load occurring at [14-10-121 using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load 1- 2 1430 1330 0.77 factor. plus the creep component of deflection 2- 3 2237 1967 0.86 Loads due to dead load, computed as Defl LL + See L a Report for loading combinations and additional details. 3- 9 2237 1967 0.68 Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with 4- 5 2237 1967 0.94 ANSI/TPI 1. . 5- 6 2494 1969 0.97 Notes 6- 7 1849 1512 0.81 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Bracing Data Summary 7-011 4 0 0.00 Plates located at TC pitch breaks meet the prescriptive minimum size ------------Bracing Data------------ BC OH- 8 0 0 0.00 requirement to transfer unblocked diaphragm loads across those joints. Chords; continuous except where shown 8- 9 523 131 0.43 Continuous Lateral Restraint (CLR) rows require diagonal bracing per ------- Web Bracing -- CLR ----------- 9-10 1330 906 0.59 D-WESCLRBRACE. Alternatively, see D-WEBREINFORCE. Single: 1- 9 2-10 10- 5 12- 6 13- 7 10-11 1969 1970 0.59 Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Continuous Restraint Bracing Req'd 11-12 1969 1970 0.67 See BCSI-B3 3.0 12-13 1280 1421 0.56 13-14 0 0 0.33 Plate offsets(X,Y): 14-OH 0 0 0.00 (None unless indicated below) Web 1- 8 1577 1455 0.74 Jnt6(00-02,-00-01), Jnt7(0,-00-01), 1- 9 1820 1957 0.84 Jntl3(0,-01-00) 2- 9 1386 1157 0.92 2-10 863 1088 0.49 4-10 572 508 0.40 5-10 347 194 0.09 5-12 528 526 0.42 6-12 915 728 0.33 \\\ M B 6-13 688 496 0.38 \\ `\�•,..•••..00 7-13 1389 1534 0.41 7-14 1918 1452 0.39 \,\GEN$F'•.•�, No.69577 STATE OF , /T FCORIDP.•' "�Z COA 930003///Oj//,Y A4 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by - Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing Indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes*page for additional Information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a%18"which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. o: EngDrwq: 2020r3RGT Eng 00709-Overton-N Dixie HWY Oty: 1 Truss: A17 Customer: Donald Overton SID: 00111057416 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 6-4-5 6-4-5 6-4-5 6-4-5 6-4-5 5-3-8 1 6-4-5 2 12-8-10 3 19-0-14 5 25-5-3 6 31-9-8 7 37-1-0 8 4x6 3x4= 3x4= 3x10-18 2x3ii 3x4= 4x8 -6/12 \XV/ X 3x6 n 0 H ri i a i m 3x6 4x6 3x4= 3x6 4x6 3x4= 3x6 4x4= 3x6 6-4-5 6-4-5 6-4-5 6-4-5 6-4-5 5-3-8 6-4-5 12-8-10 19-0-14 25-5-3 31-9-8 37-1-0 9 10 11 12 13 14 15 16 17 v 37-1-0 --- r Truss Weight = 241.6 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC - 5.0 BC - 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = No R = No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 ______________ TrussSpan Limit Actual(in) Location Jot --X-Loc- React -Up-- --Width- -Regd -Mat PSI 2x4 SP (ALSC6-2013) #2 1-9 Reaction y(Lbs)------------____ Vert LL L/360 L/999(-0.14) 13-14 BC 2x4 SP (ALSC6-2013) #2 9 02-12 1486 1043 08-00 02-05 SPF 425 Vert DL L/120 L/999(-0.15) 11-13 Webs 2x4 SP (ALSC6-2013) #2 17 36-11-04 1479 992 01-08 HGR SPF 565 Vert CR L/240 L/999(-0.29) 11-13 2x6 SP (ALSC6-2013) #2 9-1 Max Horiz = -188 / +11 at Joint 9 Horz LL 0.75in ( 0.03) @Jtl7 Horz CR 1.25in ( 0.07) @Jt17 Member Forces Summary Loads Summary ..Meru... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and TC OH- 1 0 0 0.00 live load occurring at [15-10-12] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load 1- 2 1388 1358 0.82 factor. plus the creep component of deflection 2- 3 2266 2147 0.96 See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL + 3- 4 2641 2389 0.90 Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with 4- 5 2641 2389 0.62 ANSI/TPI 1. 5- 6 2641 2389 0.78 Notes 6- 7 2527 2059 0.84 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Bracing Data Summary 7- 8 1614 1338 0.87 Plates located at TC pitch breaks meet the prescriptive minimum size ------------Bracing Data------------ 8-OH 4 0 0.00 requirement to transfer unblocked diaphragm loads across those joints. Chords; continuous except where shown BC OH- 9 0 0 0.00 Continuous Lateral Restraint (CLR) rows require diagonal bracing per ------- Web Bracing -- CLR ----------- 9-10 389 94 0.24 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Single: 1-10 2-11 3-13 14- 7 10-11 1358 1000 0.44 Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Continuous Restraint Bracing Req'd 11-12 2147 1876 0.51 See BCSI-B3 3.0 12-13 2147 1876 0.52 13-14 2059 2138 0.50 Plate offsets(X,Y): 14-15 1141 1268 0.35 (None unless indicated below) 15-16 1141 1268 0.37 Jnt7(00-02,-00-01) 16-17 0 0 0.20 17-OH 0 0 0.00 Web 1- 9 1509 1459 0.53 1-10 1862 1902 0.59 2-111 1062 1183 0.39 3-11 830 650 0.37 \� \ M• B 0 3-13 498 505 0.16 \\�``..••••••••O 5-13 507 452 0.26 \,\CENSF '•��. i 6-13 445 346 0.43 .•� i 6-14 796 734 0.42 7-14 1214 1150 0.39 No.69577 7-16 823 643 0.36 _ 8-16 1332 1479 0.87 8-17 1845 1461 0.32 - �F ,,f STATE OXIA\l 40RIDG � AA,, � COA#0003 1NAL 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this Individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector , plates are 20 gauge,unless the specified plate size Is followed by a'-18"which Indicates an 18 gauge plate,or'S#18',which Indicates a high tension 18 gauge plate. Engor q: 202Or3RGT Enq 00709-Overton-N Dixie HWY city. 1 Truss: A18 Customer: Donald Overton SID: 0001057417 TID: 131228 Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 1 of 2 2-Ply This truss is not symmetric-proper orientation is critical. i 6-2-3 i 6_2_3 i 6-2-3 t 6_2_3 6_2_3 6-2-3 1 6-2-3 2 12-4-5 3 18-6-4 5 24-8-11 6 30-10-13 7 8 37-1-0 9 129# 129# 129# 129# 129# 129# 129# 129# 129# 129# 129# 129# 129# 129# 129# 129# 129# 129# W j b j 4x4= j j Ox4= j 3x10118 j 2x311 j j j 3x4= j j j 4x4= j 3x6 j j Sx7 r. r. 0 0 IA N x 3x6 4x8 4x4= 4x6 3x10-18 4x4= 4x8 3x6 t t t t t t t t t t t t t t t t t t -175# -175# -175# -175# -175# -175# -175# -175# -175# -175# -175# -175# -175# -175# -175# -175# -175# -175# i 66-2- i 6-2-3 t 6-2-3 i 3 I 6--2- 1 6-2-3 -2-3 12 18-6-8 81-4-5 - 010-3 37-1-0 10 11 12 13 14 516 17 18 1 37-1-0 Truss Weight = 494.1 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 2 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: No Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - No R - No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location _ 2x4 SP (ALSC6-2013) #2 8-9 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.25) 14-16 BC 2x4 SP (ALSC6-2013) #1 Vert DL L/120 L/999(-0.23) 14-16 10 03-10 3909 3562 08-00 03-01 SPF 425 2x4 SP (ALSC6-2013) #2 10-11 Vert CR L/240 L/907(-0.48) 14-16 Webs 2x4 SP (ALSC6-2013) #2 18 36-09-06 4012 3676 O1-OB HGR SPF 565 Horz LL 0.75in ( 0.05) @Jtl8 2x8 SP (ALSC6-2013) #2 10-1 Loads Summary Horz CR 1.25in ( 0.10) @Jtl8 18-9 This truss has been designed for the effects of an unbalanced top chord live load occurring at [18-06-081 using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and Member Forces Summary factor. horizontal deflections due to live load adcase Report for loading combinations and additional details. ..Mem... Ten Comp .CSI. See Lo plus the creep component of deflection TC OH- 1 0 0 0.00 due to dead load, computed as Defl LL + Dead Loads may be slope adjusted: >reactions Kcr - 1) x Def1_DL in accordance with 1- 2 3930 4286 0.56 � ( 2- 3 6303 6874 0.70 Loads based on maximum and minimum reactions from tie-in spans ANSI/TPI 1. Domain Max Min Location Dir Description 3- 4 7116 7761 0.69 Transfer loads: 4- 5 7116 7761 0.71 TC 129 -114 1-11-04 Vert J19 @ -90 Deg Bracing Data Summary 5- 6 7116 7761 0.71 ------------Bracing Data------------ 6- 7 6305 6876 0.73 TC 129 -114 3-11-04 Vert J19 @ -90 Deg Chords; continuous except where shown TC 129 -114 5-11-04 Vert J19 @ -90 Deg 7- 8 3935 4291 0.59 TC 129 -114 7-11-04 Vert J19 @ -90 Deg Web Bracing -- None 8- 9 3935 4291 0.70 TC 129 -114 9-11-04 Vert J19 @ -90 Deg 9-OH 0 0 0.00 TC 129 -114 11-11-04 Vert J19 @ -90 Deg Plate offsets(X,Y): BC OH-10 0 0 0.00 TC 129 -114 13-11-04 Vert J19 @ -90 Deg (None unless indicated below) 10-11 0 0 0.26 TC 129 -114 15-11-04 Vert J19 @ -90 Deg Jntl2(-00-08,0), Jntl7(00-08,0) 11-12 0 0 0.24 TC 129 -114 17-11-04 Vert J19 @ -90 Deg 12-13 4286 3930 0.55 TC 129 -114 �9-11-04 Vert J19 @ -90 Deg 13-14 6874 6303 0.72 TC 129 -114 2 -11-04 Vert J19 @ -90 Deg 14-15 6876 6305 0.72 TC 129 -114 23-11-04 Vert J19 @ -90 Deg 15-16 6876 6305 0.72 TC 129 -114 25-11-04 Vert J19 @ -90 Deg 16-17 4291 3935 0.56 TC 129 -114 27-11-04 Vert J19 @ -90 Deg 17-18 0 0 0.26 TC 129 -114 29-11-04 Vert J19 @ -90 Deg 18-OH 0 0 0.00 TC 129 -114 31-11-04 Vert J19 @ -90 Deg \t IIIII/// Web 0 3430 374 18 TC .129 -114 33-11-04 Vert J19 @ -90 Deg 1-1 5 0. \\\\ A •Boo TC 129 -114 35-11-04 Vert J19 @ -90 Deg \ 1V' 2-12 2617 2895 0.23 \ 2-13 3263 2992 0.41 BC 146 -175 1-11-04 Vert J19 @ -90 Deg �\ �� •• ,CENS•.' �. i BC 196 -175 3-11-09 Vert J19 @ -90 Deg � 3-13 1333 1490 0.11 \ `(/ �' F i BC 146 -175 5-11-09 Vert J19 @ -90 Deg 3-19 1421 1025 0.16 ((� 5-14 738 891 0.06 BC 196 -175 7-11-09 Vert J19 @ -90 Deg � �'•• ••;` i BC 146 -175 9-11-04 Vert J19 @ -90 Deg 6-14 1468 1022 0.16 BC 146 -175 11-11-04 Vert J19 @ -90 Deg NO.69577 _ 6-16 1329 1485 0.11 BC 146 -175 13-11-04 Vert J19 @ -90 Deg _ 7-16 3259 2987 0.41 BC 196 -175 15-11-09 Vert J19 @ -90 Deg 7-17 2622 2900 0.23 BC 146 -175 17-11-04 Vert J19 @ -90 Deg �y 9-17 5515 5057 0.63 1•• w+ 9-18 3476 3805 0.18 BC 196 -175 19-11-09 Vert J19 @ -90 Deg �~� BC 146 -175 21-11-04 Vert J19 @ -90 Deg '•Ci- Bc 146 -175 23-11-04 Vert J19 @ -90 Deg STATE OF BC 146 -175 25-11-09 Vert J19 @ -90 Deg �� •••.'r�OR10?;.•'•G�� BC 146 -175 27-11-09 Vert J19 @ -90 Deg a BC 146 -175 29-11-04 Vert J19 @ -90 Deg //SS,� •••• �`_\\\\ BC 146 -175 31-11-04 Vert J19 @ -90 Deg // ONAL \ BC 146 -175 33-11-04 Vert J19 @ -90 Deg COA#30003jjj1��\ BC 146 -175 35-11-04 Vert J19 @ -90 Deg 7/1 9/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss Is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates ,�Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector n , plates are 20 gauge,unless the specified plate size is followed by a".18"which Indicates an 18 gauge plate,or'S#18•,which indicates a high tension 18 gauge plate. - EnpDrwq: 2020r3RGT Ena 00709-Overton-N Dixie HWY Qty: 1 Truss: Al Customer: Donald Overton SID: 0001057417 TID: 131228 Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 2 of 2 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows(rows staggered): TC 2x4, 1-row(s) of 10d Nails (0.1201• dia. 'x 2-7/8" min.) @ 12.0" o.c. BC 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. WB 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c. WB 2x8, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c. Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. M. 800 `��IIIIiIiff//� ��C/.• �V�OENSF' ..�� No.69577 \\i 411X11 Q STATE OF �(/�� '• �CORIO.•' ONAL COA#30003 !/fllllll 7/19/2021 NOTICE A ropy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing Indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information 8:General t, 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size Is followed by a'-18•which indicates an 18 gauge plate,or'S#18',which Indicates a high tension 18 gauge plate. - EngDrWq: 2020r3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: B1 Customer: Donald Overton SID: 0001057418 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 i 5-9- I I 6-3-8 I 5-9- 6-0-10 2-4-0 8-1 110 0-1-1 -10-2 31-11-8 1 2 3 4 5 6 7 4x6 4x6 6/12 -6/12 3x4� 4x4 n 4x4 4x4= 4-3 3x4= Zi 3x6 4x4= 4x6 3x6 3x4= 4x4= 3x6 02 0 2-4-0 i 5-9-2 i 5-9-2 6-3-8 N 2 i 6-0-10 2-4-0 8-1-2 13-10-4 20-1-12 25-10-14 31-11-8 1 8 9 10 11 12 13 14 1 31-11-8 Truss Weight = 186.8 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes SC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes_ Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 ______________Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x9 SP (ALSC6-2013) #1 5-7 Vert LL L/360 L/999(-0.09) 10-12 BC 2x9 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert DL L/120 L/999(-0.08) 10-12 Webs 2x4 SP (ALSC6-2013) #2 8 2-08-12 1190 815 08-08 02-14 SPF 425 Vert CR L/240 L/999(-0.17) 10-12 2x6 SP (ALSC6-2013) #2 8-2 19 31-08-12 1190 815 07-08 01-19 SPF 925 Horz LL 0.75in ( 0.02) @Jtl4 14-7 Max Horiz = -370 / +409 at Joint 8 Horz CR 1.25in ( 0.04) @Jt14 Loads Summary Cant CR 2L/240 2L/999( 0.01) 1- 8 Member Forces Summary This truss has been designed for the effects of an unbalanced top chord ..Mem... Ten Comp .CSI. live load occurring at [17-00-00] using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and TC 1- 2 134 165 0.48 factor, horizontal deflections due to live load 2- 3 1544 1610 0.79 See Loadcase Report for loading combinations and additional details. plus the creep component of deflection 3- 4 1604 1435 0.80 due to dead load, computed as Defl LL + 4- 5 1532 1195 0.87 Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with 5- 6 1703 1444 0.91 Notes ANSI/TPI 1. 6- 7 1802 1641 0.92 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 7-OH 7 0 0.00 Plates located at TC pitch breaks meet the prescriptive minimum size Bracing Data Summary BC 1- 8 141 81 0.16 requirement to transfer unblocked diaphragm loads across those joints. ------------Bracing Data------------ 8- 9 422 409 0.16 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Chords; continuous except where shown 9-10 1364 1169 0.39 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. ------- Web Bracing -- CLR ----------- 10-11 1198 953 0.38 Single: 10- 5 11-12 1198 953 0.44 Continuous Restraint Bracing Req'd 12-13 1403 1436 0.39 See SCSI-B3 3.0 13-14 0 28 0.21 14-OH 0 0 0.00 Web 2- 8 1457 1304 0.18 Plate offsets(indicated 2- 9 1381 1183 0.68 (None unless cated below) 3 Jnt6(00-09,00-07) - 9 286 237 0.07 3-10 284 240 0.21 4-10 273 156 0.13 5-10 253 249 0.10 5-12 287 311 0.25 6-12 590 292 0.26 \\\ M B O 6-13 328 223 0.06 \ ` 7-13 1431 1447 0.89 �\ V\ •••' OT 7-14 1446 1162 0.18 \,�GENSF •'•y No.69577 _ \F Q 6'� STATE OF 4- F<ORIOP.•' \�� ONAL E�\\ COA#30003 1111111/ 7/19/2021 NOTICE A copy of this design shall be fum)shed to the erection contractor.The design of this individual truss Is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes'page for additional Information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector . o plates are 20 gauge,unless the specified plate size Is followed by a°-18"which Indicates an 18 gauge plate,or'S#18",which indicates a high tension 18 gauge plate. EngDrwg: 2020r3RGT Eng 00709-Overton-N Dixie HWY Qty: 1 Truss: B2 Customer: Donald Overton SID: 000,1057419 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 4-10-0 4-10-0 5-0-0 5-0-0 4-10-0 5-1-8 1 2-4-0 2 7-2-0 3 12-0-0 4 17-0-0 5 22-0-0 6 26-10-0 7 31-11-8 8 4x6 2x3ii 4x6 -6/12 6/12 3x4, 3x4-- M V 4x4o 4x6 4-3 3x4= Z i 31x 4x4= 3x4= 3x6 4x6 3x4= 4x4= 3x6 02 0 2- - 4-10-0 12 I 57--0-0 I 252-0--0 I 246-10-0 5-1-8 2-40I I 31-11-8-0-0 10-0 -00 1 9 7-2-0 10 11 12 13 14 -10-0 15 16 31-11-8 r Truss Weight - 194.6 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: ZI Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L - 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 O.C. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #1 6-8 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.07) 11-13 BC 2x4 SP (ALSC6-2013) $2 9 2-04-00 1369 940 08-00 02-02 SPF 425 Vert DL L/120 L/999(-0.07) 13-14 Webs 2x4 SP (ALSC6-2013) V2 16 31-08-12 1190 815 07-08 01-14 SPF 425 Vert CR L/240 L/999(-0.14) 13-14 2x6 SP (ALSC6-2013) N2 9-2 Max Horiz = -318 / +357 at Joint 9 Horz LL 0.75in ( 0.02) @Jtl6 16-8 Horz CR 1.25in ( 0.04) @Jtl6 Loads Summary Cant CR 2L/240 2L/999( 0.02) 1- 9 Member Forces Summary This truss has been designed for the effects of an unbalanced top chord ..Mem... Ten Comp .CSI. live load occurring at [17-00-00] using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and TC 1- 2 151 192 0.35 factor. horizontal deflections due to live load 2- 3 1630 1554 0.69 See Loadcase Report for loading combinations and additional details. plus the creep component of deflection 3- 4 1787 1498 0.67 Dead Loads may be slope adjusted: > 12.0/12 due to dead load, computed as Defl_LL + 4- 5 1994 1442 0.79 (Kcr - 1) x Defl_DL in accordance with 5- 6 1994 1442 0.79 Notes ANSI/TPI 1. 6- 7 1949 1512 0.73 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 7- 8 1936 1592 0.70 Plates located at TC pitch breaks meet the prescriptive minimum size Bracing Data Summary 8-OH 7 0 0.00 requirement to transfer unblocked diaphragm loads across those joints. ------------Bracing Data------------ BC 1- 9 178 100 0.13 Chords; continuous except where shown 9-10 361 338 0.13 Web Bracing -- None 10-11 1326 1281 0.32 11-12 1262 1175 0.31 Plate offsets(X,Y): 12-13 1262 1175 0.31 (None unless indicated below) 13-14 1271 1229 0.31 14-15 1370 1589 0.33 15-16 0 28 0.15 16-OH 0 0 0.00 Web 2- 9 1531 1303 0.19 2-10 1391 1339 0.54 3-10 371 303 0.07 4-11 174 101 0.06 \\11111IiI1//// 4-13 339 487 0.52 \\�\ M. BO 6-19 197 253 0.15 \ �\ \cENs�O�-7,i 6-13 321 398 0.43 7-14 448 164 0.11 �:•• ••.� 7-15 417 281 0.07 8-15 1409 1617 0.66 No.69577 8-16 1539 1165 0.19 -' .1' •'�' STATE OF �(/ �i� • '• FWRIDP.•'•••\_� NAL COA#30OD3 I I I I I I 1 10 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this Individual truss Is based on design criteria and requirements supplied by Component solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing Indicates �Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes'page for additional information.Al connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector -- plates are 20 gauge,unless the spedfied plate size Is followed by a'-A 8"which indicates an 18 gauge plate,or"S#18•,which Indicates a high tension 18 gauge plate. , EngDrwq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: B3 Customer: Donald Overton SID: 0001057420 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 l 2-4-0 I 7-8-0 I 7-0-0 I 7-0-0 I 7-8-0 12-4-0 2-4-0 10-0-0 17-0-0 24-0-0 31-8-0 34-0-0 1 2 3 4 5 6 V 4x6 2x4 4x6 6/12 -6/12 rn v 4x6 4x6 4-3 3x4= 3x4= 4-3 rrri x 3x4= 3x6 4x6 3x6 3x4= X k 2-0 21 1 I 7-8-0 I 7-0-0 I 7-0-0 t 7-8-0 1 2-4-0 2-4-0 10-0-0 17-0-0 24-0-0 31-8-0 34-0-0 1 8 9 10 11 12 13 14 7 .L r 34-0-0 Truss Weight = 179.9 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B - 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies:.l Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(ps£): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) _Location BC 2x4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.09) 11-13 Webs 2x4 SP (ALSC6-2013) 92 8 2-04-00 1359 934 08-00 02-02 SPF 425 Vert DL L/120 L/999(-0.10) 11-13 2x6 SP (ALSC6-2013) #2 8-2 Vert CR L/240 L/999(-0.19) 11-13 19 31-08-00 1360 939 08-00 02-02 SPF 925 14-6 Max Horiz = -277 / +277 at Joint 8 Horz LL 0.75in ( 0.02) @Jt14 Horz CR 1.25in ( 0.04) @Jtl4 Member Forces Summary Loads Summary Cant CR 2L/240 2L/999( 0.02) 1- 8 ..Mem... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord Cant CR 2L/240 2L/999( 0.02) 14- 7 TC 1- 2 179 192 0.81 live load occurring at [17-00-00] using a 1.00 Full and 0.00 Reduced load 2- 3 1788 1617 1.00 factor. Vert CR and Horz CR are the vertical and 3 horizontal deflections due to live load - 9 2290 1738 0.93 See Loadcase Report for loading combinations and additional details. plus the creep component of deflection 4- 5 2290 1738 0.93 Dead Loads may be slope adjusted: > 12.0/12 due to dead load, computed as Defl LL + 5- 6 1788 1617 1.00 P 6- 7 176 192 0.81 Notes (Kcr - 1) x Defl_DL in accordance with BC 1- 8 236 201 0.26 Plates designed for Cq at-0.80 and Rotational Tolerance of 10.0 degrees ANSI/TPI 1. 7-14 236 199 0.26 Plates located at TC pitch breaks meet the prescriptive minimum size 8- 9 376 395 0.30 requirement to transfer unblocked diaphragm loads across those joints. Bracing Data Summary 9-10 1330 1371 0.48 Continuous Lateral Restraint (CLR) rows require diagonal bracing per ------------Bracing Data------------ 10-11 1330 1371 0.42 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Chords; continuous except where shown 11-12 1330 1331 0.42 ------- web Bracing -- CLR ---------=- 12-13 1330 1331 0.48 Single: 2- 9 13- 6 13-14 236 199 0.30 Continuous Restraint Bracing Req'd Web 2- 8 1692 1317 0.21 See BCSI-B3 3.0 2- 9 1162 1150 0.30 3- 9 225 107 0.04 Plate offsets(X,Y): 3-11 512 717 0.99 4-11 835 499 0.22 (None unless indicated below) Jnt2(-00-09,00-08), Jnt4(0,00-09), 5-11 512 717 0.94 Jnt6(00-04,00-08) 5-13 225 107 0.04 6-13 1162 1147 0.30 6-14 1691 1317 0.21 `\\\\\ t13O OcENsF°Ty�; No.69577 ��. STATE OF °GORIDP. ' G\ coA#3 003/�TONAL1F\\ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss Is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size Is followed by a%18"which Indicates an 18 gauge plate,or'S#18",which Indicates a high tension 18 gauge plate. EngDrwq: 2020r3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: B4 Customer: Donald Overton SID: 0001057421 TID: 131228 Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 5-8-0 4-6-0 4-6-0 4-6-0 4-6-0 5-8-0 2-4-0 1 2-4-0 2 8-0-0 3 12-6-0 4 5-17-0-0 21-6-0 6 26-0-0 7 31-8-0 8 34-0-0 9 209# -209# -209# -209# -209# -209# -209# -209# -209# _209# 5x14-18 1 t 13x4= t t 2x3 it t t7x8-18 f t 1 5x14-18 6/12 v 4x8 4x8 v 4-3 3x4= 3x4= 4-3 M K V-X'_ - Z x 3x10 3x8 3x10-18 4x6 3x8 5x5= 3x10 x 1 2-0 0 34# 34# 34# 34# 34# 34# 34# 34# 34# 34# 2-0-0 -160# -160# 2-4-0 5-8-0 4-6-0 4-6-0 4-6-0 4-6-0 5-8-0 2-4-0 2-4-0 8-0-0 12-6-0 17-0-0 21-6-0 26-0-0 31-8-0 34-0-0 1 10 11 12 13 14 15 16 17 18 9 34-0-0 Truss Weight = 217.4 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks...... PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: No Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #1 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.27) 12-14 Webs 2x4 SP (ALSC6-2013) #2 10 2-04-00 2514 2305 08-00 03-15 SPF 425 Vert DL L/120 L/999(-0.23) 12-14 2xB SP (ALSC6-2013) #2 10-2 18 31-08-00 2514 2305 08-00 03-15 SPF 425 Vert CR L/240 L/711(-0.49) 12-14 18-8 Max Horiz = -220 / +220 at Joint 10 Horz LL 0.75in ( 0.05) @Jtl8 Other 2x4 SP (ALSC6-2013) #2 Horz CR 1.25in ( 0.10) @Jt18 Loads Summary Cant CR 2L/240 2L/918( 0.05) 1-10 Member Forces Summary This truss has been designed for the effects of an unbalanced top chord Cant CR 2L/240 2L/915( 0.05) 18- 9 ..Mem... Ten Comp .CSI. live load occurring at (17-00-00) using a 1.00 Full and 0.00 Reduced load TC 1- 2 .105 130 0.59 factor. Vert CR and Horz CR are the vertical and 2- 3 3188 3350 0.81 See Loadcase Report for loading combinations and additional details. horizontal deflections due to live load 3- 4 4280 4338 0.89 Dead Loads may be slope adjusted: > 12.0/12 plus the creep component of deflection 4- 5 4729 4822 0.97 Loads based on maximum and minimum reactions from tie-in spans due to dead load, computed as Defl_LL + 5- 6 4729 4822 0.96 Domain Max Min Location Dir Description (Kcr - 1) x Defl_DL in accordance with 6- 7 4267 4327 0.89 Transfer loads: ANSI/TPI 1. 7- 8 3189 3351 0.81 TC 173 -209 8-00-12 Vert J18 @ 90 Deg 8- 9 106 128 0.59 TC 91 -113 8-00-12 Vert J38 @ 135 Deg Bracing Data Summary BC 1-10 155 108 0.13 TC 173 -209 10-00-12 Vert J18 @ 90 Deg ------------Bracing Data------------ 9-18 153 108 0.13 TC 173 -209 12-00-12 Vert J18 @ 90 Deg Chords; continuous except where shown 10-11 298 305 0.13 TC 173 -209 14-00-12 Vert J18 @ 90 Deg ------- Web Bracing -- CLR ----------- 11-12 2912 2698 0.56 TC 173 -209 16-00-12 Vert J18 @ 90 Deg Single: 2-11 3-12 15- 7 17- 8 12-13 4338 4020 0.76 TC 173 -209 17-11-04 Vert J18 @ 90 Deg Continuous Restraint Bracing Req'd 13-14 4338 4020 0:72 TC 173 -209 19-11-04 Vert J18 @ 90 Deg See BCSI-B3 3.0 14-15 4366 4026 0.76 TC 173 -209 21-11-04 Vert J18 @ 90 Deg 15-16 2913 2660 0.56 TC 173 -209 23-11-04 Vert J18 @ 90 Deg Plate offsets(X,Y): 16-17 2913 2660 0.56 TC 173 -209 25-11-04 Vert J18 @ 90 Deg (None unless indicated below) 17-18 153 108 0.13 TC 91 -113 25-11-04 Vert J38 @ 45 Deg Jnt3(00-03,-00-15), Jnt7(-00-03,-00-15), Web 2-10 2328 2457 0.24 BC 34 -24 8-00-12 Vert J18 @ 90 Deg Jntll(-01-08,0), Jntl2(-00-08,0), 2-11 2857 2616 0.64 BC 151 -160 8-00-12 Vert J38 @ 135 Deg Jntl5(00-08,0), Jntl6(0,00-12), 3-11 471 481 0.13 BC 34 -24 10-00-12 Vert J18 @ 90 Deg Jntl7(01-08,0) 3-12 1873 1819 0.42 \\�trt pt ttpl//// eg 4-12 1146 1093 0.32 BC 34 -24 14-00-12 Vert JIB @ 90 Deg 4-14 881 631 0.38 \�``�►•,.•• ..••�T / BC 39 -29 16-00-12 Vert J18 @ 90 Deg \ 5-14 769 732 0.21 \ \LENS /i BC 39 -29 17-11-09 Vert J18 @ 90 Deg \ 6-14 865 603 0.37 \ �/ \. F 6-15 1135 1083 0.31 BC 34 -24 19-11-04 Vert J18 @ 90 Deg 7-15 1856 1800 0.42 BC 34 -29 21-11-09 Vert J18 @ 90 Deg ••• ••.\`_ � 7-17 856 800 0.42 BC 34 -24 23-11-04 Vert J18 @ 90 Deg = No.69577 BC 34 -24 25-11-04 Vert J18 @ 90 Deg 8-17 2860 2621 0.64 BC 151 -160 25-11-04 Vert J38 @ 45 Deg 8-18 2328 2456 0.24 Notes - /y- Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ri Plates located at TC pitch breaks meet the prescriptive minimum size /�• 1 requirement to transfer unblocked diaphragm loads across those joints. ^�- STATE OF • 1(/, Continuous Lateral Restraint (CLR) rows require diagonal bracing per I`• ••.• �. D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. // •.•GORIDP`.•'•G\\\\ coA#at oo3s��NAL 0 �\ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this Individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates ,,�Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"A 8"which indicates an 18 gauge plate,or"S#18",which Indicates a high tension 18 gauge plate. - EngDLWq: 2020r3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: C1 Customer: Donald Overton SID: 0001057422 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-Ply 1 -10-11 I %10-1 212-4-8 I 4-0-0 i4-0-0 I 3211-0 i 31-1--00 I 2-4-1 2-12 -1-8 0-6 1 2-01 8-6-0 -5-4-6-0 64 1 2 3 4 5 6 7 8 9 6x6 v 6/12 7x8,- 4x6 -6/12 3x4� ^+ 3x4 a 4x4 r. 7x8 7x8-18= 4-3 4x4= � a 4x8 4x10 4x8 4x8 7x8ii7x8-18= 3x8 7x12 4x8 1 d 1 1 1 1 b b b 1 22 0 11 3553# 1579# 1579# 1579# 1579# 1579# 1579# 1579# 1579# 1579# 22- -10-111 1 2-10--8 2 F 20--4--8 4 F 4--060 i I3- 4- 1 I 6 1 210 -4-15-2- 28- 16014- -0 -0 22-5-0 -0 1 10 11 12 13 14 15 16 17 18 r 26-4-0 r Truss Weight = 464.5 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 16 BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H.(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 2 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: No Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: Noy End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #1 1-5 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.19) 14-16 BC 2x6 SP (ALSC6-2013) DSS 10 2-04-01 8775 6777 08-00 06-14 SPF 425 Vert DL L/120 L/999(-0.19) 14-16 Webs 2x4 SP (ALSC6-2013) #2 18 26-00-06 11099 7933 01-08 HGR SPF 660 Vert CR L/240 L/759(-0.37) 14-16 2x8 SP (ALSC6-2013) #2 10-2 Max Horiz = -371 / +420 at Joint 10 Horz LL 0.75in ( 0.04) @Jt18 18-9 Horz CR 1.25in ( 0.07) @Jt18 2x4 SP (ALSC6-2013) #1 2-11 Loads Summary Cant CR 2L/240 2L/835( 0.06) 1-10 17-9 This truss has been designed for the effects of an unbalanced top chord live load occurring at [14-06-00] using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and Member Forces Summary factor. horizontal deflections due to live load plus the creep component of deflection 1- Loads , ..Me Ten Comp .C52. See L a Report for loading combinations and additional details. due to dead load computed as Defl LL + TC 1- 2 428 556 0.15 Dead Loads may be slope adjusted: > 12.0/12 - 2- 3 8147 10504 0.57 Loads based on maximum and minimum reactions from tie-in spans (Kcr - 1) x Defl_DL in accordance with 3- 4 10414 13339 0.70 Domain Max Min Location Dir Description ANSI/TPI 1. 4- 5 9668 12625 0.62 Transfer loads: 5- 6 7700 10205 0.80 BC 3553 -3326 8-01-08 Vert Al @ -90 Deg Bracing Data Summary 6- 7 7702 10213 0.80 BC 1579 -1106 10-00-12 Vert A2 @ -90 Deg ------------Bracing Data------------ 7- 8 8950 12188 0.88 BC 1579 -1118 12-00-12 Vert A3 @ -90 Deg Chords; continuous except where shown 8- 9 8370 11605 0.81 Web Bracing -- None BC 1579 -1130 14-00-12 Vert A9 @ -90 Deg 9-OH 9 0 0.00 BC 1579 -1122 16-00-12 Vert A5 @ -90 Deg BC 1-10 509 368 0.16 BC 1579 -1093 17-06-12 Vert A6 @ -90 Deg Plate offsets(X,Y): 10-11 509 772 0.16 BC 1579 -1092 19-06-12 Vert A7 @ -90 Deg (None unless indicated below) 11-12 9329 7172 0.37 BC 1579 -1092 21-06-12 Vert A8 @ -90 Deg .Jnt6(0,-00-05), Jnt9(0,-01-.09), 12-13 11894 9118 0.48 BC 1579 -1092 23-06-12 Vert A8 @ -90 Deg Jnt10(0,-00-12), Jntil(-01-08,0), 13-14 11134 8255 0.64 BC 1579 -1092 25-06-12 Vert A9 @ -90 Deg Jntl2(0,-00-10), Jntl3(0,-00-06), 14-15 10842 7735 0.64 Jntl4(0,-00-11), Jntl5(0,,00-12), 15-16 10842 7735 0.58 Jntl6(0,-00-10), Jntl7(02-08,-01-00), 16-17 10333 7361 0.56 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows(rows staggered): Jntl8(0,-00-12) 17-18 0 33 0.29 TC 2x4, 1-row(s) of lOd Nails (0.120" dia. x 2-7/8" min.) @ 12.0 o.c. Web 12-010 6337 8160 0.33 WB 2x9, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9?OO,o co.c +# \\\�\IIIM 2-11 2874 3710 0.72 WB 2x8, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c. \ 3-11 2879 3710 0.25 \ _ ,.••'•'••., OT 3-12 3453 2632 0.39 * Use additional fasteners of the same type within +/-12" of the V location(s) indicated (except where approved hangers are used with •• ocENSF 4-12 1487 1538 0.16 �/ •• i 4-13 1513 1501 0.13 fasteners that transfer the load to all plies): ` .'•• •• i 5-13 4085 3161 0.46 BC:8-01-08, 17, BC:10-00-12, 6, BC:12-00-12, 6 No.69577 5-14 3001 3817 0.40 BC:14-00-12, 6, BC:16-00-12, 6, BC:17-06-12, 6 y 7-14 2036 3370 0.35 BC:19-06-12, 6, BC:21-06-12, 6, BC:23-06-12, 6 7-16 3450 2018 0.39 BC:25-06-12, 6 - 8-16 977 643 0.11 /�/�• �,4111 8-17 818 1127 0.07 Notes 9-17 11129 7955 0.84 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees X""., STATEOF9-18 6796 9426 0.35 Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. ••.�ORID P;.•`•`C.), COA#3 003 /ONAL I�`\\\\J\� ff1111I 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing indicates =,,�Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a•48"which Indicates an 18 gauge plate,or•S#18",which indicates a high tension 18 gauge plate. - EnaDrwq: 202Or3RGT Enp 00709-Overton-N Dixie HWY Qty: 2 Truss: C2 Customer: Donald Overton SID: 0004057423 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 6-1-0 6-1-0 0 5-9-0 2-4-0 8-5-0 14 5 6-6- 20-7-0 26-4-0 1 2 3 7 3x6 6/12 4x4lp -6/12 4x4,� 3x6 M r. Win 2x3n M 4-3 3x4= X 3x6 3x4= 3x10-18pm 3x4= 3x6 2 0 00 2-4-0 7-10-0 8-8-0 7-6-0 1 2-4-0 8 10-2-0 9 18-10-010 11 26-4-0 12 J F 26-4-0 Truss Weight = 147.1 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat; II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition; All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 _______ ___--Reaction Summary(Lbs)------------ ---- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #2 4-5 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.24) 9-11 BC 2x4 SP (ALSC6-2013) #2 8 2-04-00 1146 786 08-00 01-13 SPF 425 Vert DL L/120 L/999(-0.08) 9-11 Webs 2x4 SP (ALSC6-2013) #2 12 26-01-04 964 660 01-08 HGR SPF 565 Vert CR L/240 L/870(-0.33) 9-11 2x6 SP (ALSC6-2013) #2 8-2 Max Horiz = -379 / +430 at Joint 8 Horz LL 0.75in ( 0.02) @Jtl2 12-7 Horz CR 1.25in ( 0.04) @Jt12 Loads Summary Cant CR 2L/240 2L/999(-0.01) 1- 8 Member Forces Summary This truss has been designed for the effects of an unbalanced top chord ..Mem... Ten Comp .CSI. live load occurring at (14-06-001 using a 1.00 Full and 0.00,Reduced load Vert CR and Horz CR are the vertical and TC 1- 2 112 168 0.46 factor. horizontal deflections due to live load 2- 3 338 203 0.62 See Loadcase Report for loading combinations and additional details. plus the creep component of deflection 3- 4 1617 1175 0.76 Dead Loads may be slope adjusted: > 12.0/12 due to dead load, computed as Defl_LL + 4- 5 1633 1107 0.73 (Kcr - 1) x Defl_DL in accordance with 5- 6 1715 1146 0.94 Notes ANSI/TPI 1. 6- 7 194 67 0.78 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 7-OH 7 0 0.00 Plates located at TC pitch breaks meet the prescriptive minimum size Bracing Data Summary BC 1- 8 138 59 0.26 requirement to transfer unblocked diaphragm loads across those joints. --_---------Bracing Data------------ . 8- 9 1047 1078 0.68 A "pm" next to the plate size indicates that the plate has been user, Chords; continuous except where shown 9-10 773 617 0.76 modified; see Plate Offsets for any special positioning requirements. ------- Web Bracing -- CLR ----------- 10-11 773 617 0.64 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Single: 8- 3 6-12 11-12 1000 1189 0.68 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Continuous Restraint Bracing Req'd 12-OH 0 0 0.00 See BCSI-B3 3.0 Web 2- 8 688 373 0.08 3- 8 1240 1226 0.32 Plate offsets(X,Y): 3- 9 529 261 0.10 (None unless indicated below) 5- 9 380 512 0.65 Jnt4(00-02,-00-04), JntlO(-00-02,-00-02) 5-11 353 641 0.81 6-11 646 228 0.11 6-12 1466 1260 0.29 7-12 413 167 0.06 80 V\CENSF' •.sue No.69577 STATE &/OF FCOR.. '•G\�� COA#30003 W 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by - Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General ,2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector » plates are 20 gauge,unless the specified plate size is followed by a"-18'which indicates an 18 gauge plate,or'S#18',which indicates a high tension 18 gauge plate. EngDrwq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty- 1 Truss: C3 Custorilpr: Donald Overton SID: 0001057424 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 5-10-0 5-10-0 -0- 5-10-0 5-6-0 1 2-4-0 2 8-2-0 3 14-0-0 4-0 5 A-10-0 6 26-4-0 7 4x6 4x6 -6/12 6/12 4x4,p 3x6 m v 2x30 2x30 4_3 3x4= ao 3x6 3x4= 3x10-18pm 3x4= 3x6 02 0 2-4-0 ) 7-10-0 I 8-8-0 ) 7-6-0 2-4-0 10-2-0 18-10-0 26-4-0 1 8 9 10 11 12 26-4-0 Truss Weight = 146.6 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-OO.o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes _. Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 ______________Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x6 SP (ALSC6-2013) #2 9-5 J n t --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.27) 9-11 _ 2x4 SP (ALSC6-2013) #1 5-7 8 2-04-00 1146 787 08-00 01-13 SPF 425 Vert DL L/120 L/999(-0.08) 9-11 BC 2x4 SP (ALSC6-2013) #2 12 26-01-04 964 660 01-08 HGR SPF 565 Vert CR L/240 L/813(-0.35) 9-11 Webs 2x4 SP (ALSC6-2013) #2 Max Horiz = -365 / +417 at Joint 8 Horz LL 0.75in ( 0.02) @Jtl2 2x6 SP (ALSC6-2013) #2 8-2 Horz CR 1.25in ( 0.04) @Jtl2 12-7 Loads Summary Cant CR 2L/240 2L/999(-0.01) 1- 8 This truss has been designed for the effects of an unbalanced top chord Member Forces Summary live load occurring at (14-06-00] using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and ..Mem... Ten Comp .CSI. factor. .horizontal deflections due to live load TC 1- 2 117 186 0.58 See Loadcase Report for loading combinations and additional details. plus the creep component of deflection 2- 3 249 183 0.66 due to dead.load, computed as Defl LL + 3- 4 1292 1166 0.81 Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with 4- 5 1097 800 0.16 Notes ANSI/TPI 1. 5- 6 1449 1137 0.80 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 6- 7 184 64 0.67 Plates located at TC pitch breaks meet the prescriptive minimum size Bracing Data Summary 7-OH 7 0 0.00 _ requirement to transfer unblocked diaphragm loads across those joints. ------.------Bracing Data------------ BC 1- 8 157 66 0.32 A ;'pm" next to the plate size indicates that theplate has been user Chords; continuous except where shown 8- 9 1046 796 0.71 modified; see Plate Offsets for any special positioning requirements. ------- Web Bracing -- CLR ----------- 9-10 800 492 0.81 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Single: 8- 3 10-11 800 492 0.69 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Continuous Restraint Bracing Req'd 11-12 993 1009 0..72 See BCSI-B3 3.0 12-OH 0 0 0.00 Web 2- 8 661 355 0.08 Plate offsets(X,Y): 3- 8 1019 1244 0.30 (None unless indicated below) 3- 9 404 255 0.09 JntlO(0,-00-01) 4- 9 348 353 0.38 5-11 321 553 0.59 6-11 597 218 0.10 6-12 1247 1259 0.96 7-12 400 160 0.06 \\,��t111)///// ��J ...:... . O / ocENSF' No.69577 STATE. E OF F�0 R10P.•' . S�ONAI. E�.• COA 930003 //I I I I I 1 t 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this Individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates e. k Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes"page for additional Information.All connector plates shall be manufactured by Simpson Strong-Tle Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-18"which Indicates an 18 gauge plate,or'S#18",which indicates a high tension 18 gauge plate. E.q DIwq: 202Or3RGT E-r 00709-Overton-N Dixie HWY Oty: 1 Truss: C4 Customer: Donald Overton SID: 000/057425 TID: 131228 Date: 07/16/21 ` Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 4-10-0 4-10-0 5-0-0 4-10-0 4-10-0 2-4-0 2-4-0 7-2-0 12-0-0 17-0-0 21-10-0 26-8-0 29-0-0 1 2 3 4 5 6 7 8 4x6 4x6 6/12 -6/12 3x4o 3x4 m v 4x4-- 4x4-- 4-3 3x4= 3x4=4-3 3. 3x4= 3x4= 3x4=3x4= 3x4= X p 2�0 0 - -- 4 4-10-0 294-0-10-0 57000 -8-022-400 Ell 1 - -0 0-0 1 9 10 11 12 13 14 15 8 F 29-0-0 r Truss Weight = 155.2 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks...... PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) - 165 mph 10 psf Non-Concurrent BOLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC - 5.0 BC - 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC I2x4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.24) 13-14 Webs 2x4 SP (ALSC6-2013) #2 9 2-04-00 1160 797 08-00 01-13 SPF 425 Vert DL L/120 L/999(-0.04) 13-14 2x6 SP (ALSC6-2013) #2 9-2 15 26-08-00 1160 797 08-00 01-13 SPF 425 Vert CR L/240 L/999(-0.28) 13-14 15-7 Max Horiz = -333 / +333 at Joint 9 Horz LL 0.75in ( 0.01) @Jt15 Horz CR 1.25in ( 0.02) @Jtl5 Member Forces Summary Loads Summary Cant CR 2L/240 2L/999( 0.04) 1- 9 ..Mem... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord Cant CR 2L/240 2L/999( 0.04) 15- 8 TC 1- 2 154 202 0.34 live load occurring at [14-06-00] using a 1.00 Full and 0.00 Reduced load 2- 3 1196 1247 0.58 factor. Vert CR and Horz CR are the vertical and 3- 4 1242 1131 0.59 See Loadcase Report for loading combinations and additional details. horizontal deflections due to live load 4- 5 1191 936 0.56 Dead Loads may be slope adjusted: > 12.0/12 plus the creep component of deflection 5- 6 1242 1131 0.59 due to dead load, computed as Defl LL + 6- 7 1196 1247 0.58 Notes (Kcr - 1) x Defl_DL in accordance with 7- 8 154 200 0.34 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ANSI/TPI 1. BC 1- 9 186 103 0.12 Plates located at TC pitch breaks meet the prescriptive minimum size 8-15 184 103 0.12 requirement to transfer unblocked diaphragm loads across those joints. Bracing Data Summary 9-10 351 288 0.22 ------------Bracing Data------------ 10-11 1052 920 0.64 Chords; continuous except where shown 11-12 936 740 0.61 Web Bracing -- None 12-13 936 740 0.66 13-14 1052 863 0.64 Plate offsets(X,Y): 14-15 184 103 0.13 (None unless indicated below) Web 2- 9 1281 1097 0.16 2-10 1109 995 0.40 3-10 274 235 0.05 3-11 354 244 0.15 4-11 174 101 0.06 5-13 175 101 0.06 6-13 354 244 0.15 6-14 274 235 0.05 7-14 1109 993 0.40 - \ 7-15 1280 1097 0.16 \\J\ •••••�O01 '•, ��!/.• ENSF •.iS'� No.69577 _ �. , • STATE OF �(/ FCO RID P.•' \�� G\� AL COA#30003 111 1 1 1 11 t 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this Individual truss Is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates �Trues studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size Is followed by a'-18"which indicates an 18 gauge plate,or•S#18•,which indicates a high tension 18 gauge plate. EngDrwq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: C5 Customer: Donald Overton SID: 0001057426 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 21 -0 1 7-8-0 I 4-6-0 4-6-0 -1 7-8-0 1 2-4-0 2-4-0 10-0-0 14-6-0 19-0-0 26-8-0 29-0-0 1 2 3 4 5 6 7 4x6 3x4= 4x6 6/12 -6/12 m v 4x6 4x6 4-3 3x4= 3x4= 4-3 X x 4x6 3x4= 4x6 x 2-0 1 2-4-0 I 7-8-0 I 9-0-0 I 7-8-0 1 2-4-0 1 2-4-0 8 10-0-0 9 19-0-0 10 11 26-8-0 12 7-8-0 •I 29-0-0 Truss Weight = 153.4 lb Code/Design: FBC-2020/TPI-2014 - -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #2 3-5 Vert LL L/360 L/999(-0.15) 9-11 BC 2x4 SP (ALSC6-2013) #2 Jnt --x-Loc0 React -Up- --Width- 01-13-Reqd -Mat PSI Vert DL L/120 L/999(-0.11) 9-11 Webs 2x4 SP (ALSC6-2013) #2 8 2-08-00 1160 797 08-00 01-13 SPF 425 Vert CR L/240 L/999(-0.26) 9-11 2x6 SP (ALSC6-2013) #2 8-2 12 26-08-00 1160 797 08-00 01-13 SPF 925 Horz LL 0.75in 1 0.01) @Jtl2 12-6 Max Horiz -277 / +277 at Joint 8 Horz CR 1.25in 1 0.02) @Jtl2 Loads Summary Cant CR 2L/240 2L/999( 0.02) 1- 8 Member Forces Summary This truss has been designed for the effects of an unbalanced top chord Cant CR 2L/240 2L/999( 0.02) 12- 7 ..Mem... Ten Comp .CSI. live load occurring at (14-06-001 using a 1.00 Full and 0.00 Reduced load TC. T- 2 180 180 0.81 factor. Vert CR and Horz CR are the vertical and 2- 3 1393 1281 0.95 horizontal deflections due to live load Loads See L a Report for loading combinations and additional details. 3- 9 1382 1027 0.59 Dead Loads may be slope adjusted: > 12.0/12 plus the creep component of deflection 4- 5 1382 1027 0.59 due to dead load, computed as Defl LL + 5- 6 1393 1281 0.95 Notes (Kcr - 1) x Defl_DL in accordance with 6- 7 177 180 0.81 Plates designed for Cq at 0.80 and Rotational Tolerance of 10-.0 degrees ANSI/TPI 1. BC 1- 8 225 202 0.20 Plates located at TC pitch breaks meet the prescriptive minimum size 7-12 225 200 0.20 requirement to transfer unblocked diaphragm loads across those joints. Bracing Data Summary 8- 9 374 399 0.39 ------------Bracing Data------------ 9-10 1154 1231 0.58 Chords; continuous except where shown 10-11 1154 1231 0.58 Web Bracing -- None 11-12 225 200 0.39 Web 2- 8 1462 1124 0.18 Plate offsets(X,Y): 2- 9 870 795 0.76 3- 9 207 106 0.04 (None unless indicated below) Jnt2(-00-09,00-08), Jnt6(00-04,00-08) 9- 9 385 299 0.20 4-11 384 244 0.20 5-11 207 105 0.04 6-11 870 792 0.78 6-12 1461 1124 0.18 \\`�tttiliir/// ��•• '�,�CENSF' •y�� No.69577 _ N~ d. STATE OF �(/\ i� ORI F4DONAL P,. FS Gj 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by `Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates ,..�Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes"page for additional Information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a'-18•which Indicates an 18 gauge plate,or'S#18",which Indicates a high tension 18 gauge plate. EngDr q: 2020r3RGT Env 00709-Overton-N Dixie HVVY Qty: 1 Truss: C6 Customer. Donald Overton SID: 0001057427 TID: 131228 Date: 07/19/21 ` Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 5-8-0 4-4-0 4-4-0 4-4-0 5-8-0 2-4-0 2-4-0 8-0-0 12-4-0 16-8-0 5 21-0-0 6 26-8-0 7 29-0-0 8 1 2 -209# -209# -209# -209# -209# -209# -209# -209# 5x7t t t2x3B t t 3x4=t t t 5x7 6/12 -6/12 m 4x6 4x6 v 4-3 3x4= 3x4= 4-3 X x 4x6 4x8 4x6 4x4= 4x6 x -160# -160# 2�0-0 34# 34# 34# 34# 34# 34# 34# 2-0-0 34# 2-4-0 5-8-0 4-4-0 4-4-0 4-4-0 5-8-0 2-4-0 2-4-0 8-0-0 12-4-0 16-8-0 21-0-0 26-8-0 29-0-0 1 9 10 11 12 13 14 15 8 29-0-0 Truss Weight = 167.4 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead our Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BOLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B - 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: No Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC - 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 . Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.16) 11-13 Webs 2x4 SP (ALSC6-2013) #2 9 2-04-00 2107 1935 08-00 03-05 SPF 425 Vert DL L/120 L/999(-0.14) 11-13 2x8 SP (ALSC6-2013) #2 9-2 15 26-08-00 2108 1935 08-00 03-05 SPF 425 Vert CR L/240 L/976(-0.30) 11-13 15-7 Max Hoziz = -220 / +220 at Joint 9 Horz LL 0.75in ( 0.03) @Jtl5 Horz CR 1.25in ( 0.06) @Jt15 Member Forces Summary Loads Summary Cant CR 2L/240 2L/999( 0.03) 1- 9 ..Mem... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord Cant CR 2L/240 2L/999( 0.03) 15- 8 TC 1- 2 113 151 0.48 live load occurring at [14-06-00) using a 1.00 Full and 0.00 Reduced load 2- 3 2618 2722 0.72 factor. Vert CR and Horz CR are the vertical and 3- 4 3348 3314 0.74 See Loadcase Report for loading combinations and additional details. horizontal deflections due to live load 4- 5 3348 3314 0.77 Dead Loads may be slope adjusted: > 12.0/12 plus the creep component of deflection 5- 6 2617 2722 0.72 Loads based on maximum and minimum reactions from tie-in spans due to dead load, computed as Defl-Lt + 6- 7 2617 2722 0.72 Domain Max Min Location Dir Description (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. 7- 8 113 148 0.57 Transfer loads: BC 1- 9 129 84 0.17 TC 173 -209 8-00-12 Vert J18 @ 90 Deg 8-15 129 86 0.17 TC 91 -113 8-00-12 Vert J38 @ 135 Deg Bracing Data Summary 9-10 294 288 0.17 TC 173 -209 10-00-12 Vert J18 @ 90 Deg ------------Bracing Data------------ 10-11 2351 2181 0.66 TC 173 -209 12-00-12 Vert J18 @ 90 Deg Chords; continuous except where shown 11-12 3316 3070 0.90 TC 173 -209 14-00-12 Vert J18 @ 90 Deg ------- Web Bracing -- CLR ----------- 12-13 3316 3070 0.82 TC 173 -209 14-11-04 Vert J18 @ 90 Deg, Single: 2-10 14- 7 13-14 2351 2148 0.66 TC 173 -209 16-11-04 Vert J18 @ 90 Deg Continuous Restraint Bracing Req'd 14-15 129 86 0.17 TC 173 -209 18-11-04 Vert J18 @ 90 Deg See SCSI-B3 3.0 Web 2- 9 1962 2054 0.20 TC 173 -209 20-11-04 Vert J18 @ 90 Deg 2-10 2314 2128 0.52 TC 91 -113 20-11-04 Vert J38 @ 45 Deg Plate offsets(X,Y): 3-10 367 369 0.10 BC 34 -24 8-00-12 Vert J18 @ 90 Deg (None unless indicated below) 3-11 1285 1290 0.78 BC 151 -160 8-00-12 Vert J38 @ 135 Deg Jnt3(0,-00-02), Jnt6(0,-00-02), 4-11 786 719 0.21 BC 34 -24 10-00-12 Vert J18 @ 90 Deg Jntl2(0,00-04) 5-11 401 404 0.24 BC 34 -24 12-00-12 Vert J18 @ 90 Deg 5-13 813 720 0.21 BC 34 -24 14-00-12 Vert J18 @ 90 Deg6-13 293 0.78 BC 34 -24 14-11-04 Vert J18 @ 90 Deg 6-14 1369 287 1370 0.10 BC 34 -24 16-11-04 Vert J18 @ 90 Deg \\\`\aa IV1• 1300 7-14 2314 2130 0.52 BC 34 -24 18-11-04 Vert J18 @ 90 Deg �\`'J��`_,••" ••. T 7-15 1962 2053 0.20' BC 34 -24 20-11-04 Vert JIB @ 90 Deg \ V .'' ocEN$F BC 151 -160 20-11-04 Vert J38 @ 45 Deg v,•' •, Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees NO.69577 Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Continuous Lateral Restraint (CLR) rows require diagonal bracing per _'``\�/ � D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. /!/�. 1• ` Q '�' STATE OF �(/ ZOR ;SAL COA#30003 //J l l l l l t 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing Indicates ,®,Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector ,.. plates are 20 gauge,unless the specified plate size is followed by a•-18"which Indicates an 18 gauge plate,or'S#18",which Indicates a high tension 18 gauge plate. - EngDrwq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty. 1 Truss: D1 Customer: Donald Overton SID: 0001057428 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 EH 2-ply 4-5-0 4 -0 3-6-15 3-7-0 2-0-0 -5 1 2-4-1 2 5-11-0 3 9-6-0 411-6-0 S 15-11-0 6 20-4-0 7 4x6 3x8 -6/12 6/12 3x4-- 3x4� M '-I tO Sx5� 5x7 4-3 4x4= � 3x6 3x10 3x8 7x8= 8x12 3x6 b b b b b b 2-0-13 4013# 1480# 1378# 1480# 1498# 1378# 2_-4-1 I 3-6-15 t 3-7-0 12-0-01 4-5-0 4-5-0 2-4-1 5-11-0 9-6-0 11-6-0 15-i1-0 20-4-0 1 8 9 10 11 12 13 1 20-4-0 Truss Weight = 317.4 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 2 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: No Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf CSC End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x6 SP (ALSC6-2013) #1 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.11) 11-12 2x6 SP (ALSC6-2013) 92 12-13 8 2-04-01 5193 4068 08-00 04-01 SPF 425 Vert DL L/120 L/999(-0.11) 11-12 Webs 2x4 SP (ALSC6-2013) #2 Vert CR L/240 L/966(-0.22) 11-12 2x8 SP (ALSC6-2013) #2 8-2 13 20-00-06 7646 5520 01-08 HGR SPF 565 Horz LL 0.75in ( 0.02) @Jtl3 13-7 Max Horiz = -286 / +335 at Joint 8 Horz CR 1.25in ( 0.03) @Jtl3 Loads Summary Cant CR 2L/240 2L/999( 0.03) 1- 8 Member Forces Summary This truss has been designed for the effects of an unbalanced top chord ..Mem... Ten Comp .CSI. live load occurring at [11-06-00) using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and TC 1- 2 263 334 0.16 factor. horizontal deflections due to live load 2- 3 5239 6631 0.57 See Loadcase Report for loading combinations and additional details. plus the creep component of deflection 3- 4 6377 7953 0.67 Dead toads may be slope adjusted: > 12.0/12 due to dead load, computed as Defl LL + 4- 5 5418 6859 0.55 Loads based on maximum and minimum reactions from tie-in spans (Kcr - 1) x Defl_DL in accordance with 5- 6 5411 6936 0.56 Domain Max Min Location Dir Description ANSI/TPI 1. 6- 7 5863 7993 0.62 Transfer loads: 7-OH 9 0 0.00 BC 4013 -3669 9-06-00 Vert A18 @ 90 Deg Bracing Data Summary BC 1- 8 310 216 0.16 BC 1480 -992 11-05-04 Vert A17 @ 90 Deg ------------Bracing Data------------ 8- 9 310 541 0.16 BC 1480 -980 13-05-04 Vert A16 @ 90 Deg chords; continuous except where shown 9-10 5873 4571 0.49 BC 1498 -976 15-05-04 Vert A15 @ 90 Deg Web Bracing -- None 10-11 7048 5456 0.62 BC 1378 -901 17-05-04 Vert A14 @ 90 Deg 11-12 7073 5101 0.86 BC 1378 -952 19-05-04 Vert A13 @ 90 Deg Plate offsets(X,Y): 12-13 0 34 0.57 (None unless indicated below) 13-OH 0 0 0.20 2-PLY TRUSS Fastener Spacing Jnt4(00-01,00-01), Jnt5(0,-00-01), Web 2- 8 3825 9828 0.20 Fasten each 1 to the ad'acent 1 as follows(rows sta Jnt7(0,-00-05), Jnt8(0,-01-12), 2- 9 5880 4572 0- P y 7 P Y ggered): Jnt9(-01-08,0), Jnt10(0,-00-10), 3- 9 1460 1831 0.13 TC 2x4, 1-row(s) of 10d Nails (0.120" dia, x 2-7/8" min.) @ 12.0" o.c. BC 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.'* Jntll(0,-00-15), Jntl2(0,-01-08), 3-10 1537 1357 0.17 WB 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c. Jnt13(0,-01-12) 4-1 2 202 0.32 4-11 5 20 WB 2x8, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c. 5-11 7 315 6 0.92 4554 0.65 -- Use additional fasteners of the same type within +/-12" of the 6-11 16 172 14 location(s) indicated (except where approved hangers are used with 6-12 1488 507 0.17 fasteners that transfer the load to all plies): 7-12 7534 5456 0.85 \� •• r.:.••00T 7-13 4578 6241 0.24 BC:9-06-00, 20, BC:11-05-04, 5, BC:13-05-04, 5 \ �•• \CENS� BC:15-05-04, 5, BC:17-05-04, 5, BC:19-05-04, 5 i Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees No.69577 Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. N� STATE OF �(/` GORIDP.`' • \?� A+A1 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this Individual truss Is based on design criteria and requirements supplied by 'component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates ,.�Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1,0,67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector t ", plates are 20 gauge,unless the specified plate size Is followed by a"-1 B"which indicates an 18 gauge plate,or'S#18",which indicates a high tension 18 gauge plate. EngDLa: 2020r3RGT Env 00709-Overton-N Dixie HVVY Qty: 1 Truss: D2 Customer: Donald Overton SID: 000,1057429 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 F 4-7-0 1 4-7-0 I 4-7-0 4-3-0 i 2-4-0 2 6-11-0 11-6-0 -4-0 3 4 16-1-0 5 20 6 4x4= -6/12 6/12 2x3u 2x3n M iO 3x4o 3x41t m 4-3 3x4= � x x 4x6 5x7 3x6 2-0-0 2-4-0 4-7-0 9-2-0 4-3-0 1 2-4-0 7 6-11-0 8 16-1-0 9 20-4-0 10 20-4-0 Truss Weight 112.8 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead our Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes SC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R - Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) 02 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.17) 8- 9 Webs 2x4 SP (ALSC6-2013) #2 7 2-04-00 912 625 08-00 01-08 SPF 425 Vert DL L/120 L/999(-0.10) 8- 9 2x6 SP (ALSC6-2013) #2 7-2 10 20-02-04 719 491 01-08 HGR SPF 565 Vert CR L/240 L/791(-0.27) 8- 9 Max Horiz - -294 / +345 at Joint 7 Horz LL 0.75in ( 0.00) @Jtlo Member Forces Summary Horz CR 1.25in ( 0.01) @Jtlo ...Mem... Ten comp .CSI. Loads Summary Cant CR 2L/240 2L/999( 0.01) 1- 7 TC 1- 2 173 218 0.29 This truss has been designed for the effects of an unbalanced top chord 2- 3 1066 875 0.58 live load occurring at [11-06-00] using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and 3- 4 1354 883 0.62 factor. horizontal deflections due to live load 4- 5 1468 846 0.80 See Loadcase Report for loading combinations and additional details. plus the creep component of deflection 5- 6 1094 827 0.72 Dead Loads may be slope adjusted: > 12.0/12 due to dead load, computed as Defl_LL + 6-OH 4 0 0.00 (Kcr - 1) x Defl_DL in accordance with BC 1- 7 206 120 0.07 Notes ANSI/TPI 1. 7- 8 330 326 0.47 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 8- 9 538 483 0.63 Plates located at TC pitch breaks meet the prescriptive minimum size Bracing Data Summary 9-10 49 41 0.48 requirement to transfer unblocked diaphragm loads across those joints. ------------Bracing Data------------ 10-OH 0 0 0.00 Chords; continuous except where shown Web 2- 7 1110 875 0.14 Web Bracing -- None 2- 8 804 802 0.29 3- 8 605 339 0.10 Plate offsets(X,Y): 4- 8 307 444 0.42 (None unless indicated below) 4- 9 288 618 0.58 Jnt9(0,-01-00) 5- 9 831 348 0.14 6- 9 736 916 0.29 6-10 1018 709 0.20 \\`tlltlii////2 �`\J�c�.•M:BLOT'/. No.69577 -_ •• �, 1 Z STATE OF . Qil I i� OR10 i IS/ i6NAL.COA#30003 11f 1�\\\\ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by ®Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing Indicates • Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes"page for additional Information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector �. plates are 20 gauge,unless the specified plate size is followed by a•-18°which Indicates an 18 gauge plate,or•S#18',which indicates a high tension 18 gauge plate. Engt-q: 2020r3RGT Enq 00709-Overton-N Dixie HWY Qty 1 Truss: D3 Customer: Donald Overton SID: 0001057430 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 7-8-0 3-0-0 7-4-0 1 2 1 2-4-0 I 10-0-0 I 13-0-0 F 20-4-0 3 4 5 4x6 4x8 -6/12 6/12 m 4x6 3x6 4-3 3x4= � X x 4x6 3x4=3x4= 3x6 2-0-0 2-4-0 7-8-0 3-0-0 7-4-0 1 2-4-0 6 10-0-0 7 13-0-8 9 20-4-0 10 r 20-4-0 Truss Weight = 116.8 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R = Yes Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS Oft Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #2 3-4 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL. L/360 L/999(-0.09) 9-10 2x4 SP (ALSC6-2013) DSS 4-5 6 2-04-00 909 623 08-00 01-08 SPF 425 Vert DL L/120 L/999(-0.05) 9-10 BC 2x4 SP (ALSC6-2013) #2 10 20-01-04 723 494 01-08 HGR SPF 565 Vert CR L/240 L/999(-0.15) 9-10 Webs 2x4 'SP (ALSC6-2013) #2 Max Horiz = -259 / +310 at Joint 6 Horz LL 0.75in ( 0.00) @Jt10 2x6 SP (ALSC6-2013) #2 6-2 Horz CR 1.25in ( 0.01) @Jt10 10-5 Loads Summary Cant CR 2L/240 2L/999( 0.02) 1- 6 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and Member Forces Summary live load occurrin at 11-06-001 usinga 1.00 Full and 0.00 Reduced load..Mem'... Ten Comp CSI. factor. horizontal deflections due to live load . TC 1- 2 202 188 0.86 See Loadcase Report for loading combinations and additional.details. plus the creep component of deflection 2- 3 1066 837 0.95 due to dead load, computed as Defl LL + 3- 4 1099 629 0.76 Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with 4- 5 1040 801 0.78 Notes ANSI/TPI 1. 5-0H 7 0 0.00 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees BC 1- 6 232 235 0.28 Plates located at TC pitch breaks meet the prescriptive minimum size Bracing Data Summary 6- 7 355 422 0.31 requirement to transfer unblocked diaphragm loads across those joints. ------------Bracing Data------------ 7- 8 626 716 0.28 Chords; continuous except where shown 8- 9 626 716 0.34 Web Bracing -- None 9-10 0 42 0.33 10-OH 0 0 0.00 Web 2- 6 1213 863 0.15 Plate offsets(indicated 2- 7 468 424 0.41 (None unless cated below) Jnt2(-00-04,00-08), Jnt4(00-02,-00-01) 3- 7 165 100 0.09 4- 7 207 204 0.12 4- 9 173 70 0.03 5- 9 639 700 0.59 5-10 1075 691 0.14 \,%CENSF' No.69577 -OF STATE OF �� 40 RID COA#3 003/OONAL 1111 0\\ \\� 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this Individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing Indicates ,�Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General .2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tle Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size Is followed by a"-1 8"which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. a EnaDrww: 202Or3RGT Eno 00709-Overton-N Dixie HWY City: 1 Truss: D4 Customer: Donald Overton SID: 000A057431 TID: 131228 Date: 07/19/21 - Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 5-8-0 3-6-0 3-6-0 5-4-0 1 2-4-0 8-0-0 11-6-0 15-0-0 20-4-0 2 3 4 5 6 -209# -209# -209#-209# -209# 4x6 2x3it t 4x6 -6/12 6/12 v rn 4x4 4x4 0 = v m 4-3 3x4= ' 00 r x 4x4= 4x6 4x4=3x4= 3x6 2-0-0 34# 34# 34# 34# 34# -160# -160# 2-4-0 5-8-0 1 3-6-0 1 3-6-0 5-4-0 _ i 7 2-4-0 8-0-0 8 11-6-0 9 15-0-0 10 11 20-4-0 12 J _ J F 20-4-0 Truss Weight = 119.4 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Du r Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind :now Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B - 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: No Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC - 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x9 SP (ALSC6-2013) #2 ______________Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.06) 9-10 Webs 2x4 SP (ALSC6-2013) #2 7 2-04-00 1526 1386 08-00 02-06 SPF 425 Vert DL L/120 L/999(-0.05) 8- 9 2x6 SP (ALSC6-2013) #2 7-2 12 20-01-04 1380 1307 01-08 HGR SPF 565 Vert CR L/240 L/999(-0.11) 8- 9 12-6 Max Horiz = -202 / +253 at Joint 7 Horz LL 0.75in ( 0.01) @Jtl2 Horz CR 1.25in ( 0.02) @Jtl2 Member Forces Summary Loads Summary cant CR 2L/240 2L/999( 0.01) 1- 7 ..Mem... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and TC 1- 2 127 166 0.64 live load occurring at (11-06-00] using a 1.00 Full and 0.00 Reduced load 2- 3 1773 1817 0.91 factor. horizontal deflections due to live load 3- 4 1969 1842 0.66 See Loadcase Report for loading combinations and additional details. plus the creep component of deflection 4- 5 1969 1842 0.80 Dead Loads may be slope adjusted: > inatio2 due to dead load, computed as Defl_LL + 5- 6 1697 1720 0.00 Loads based on maximum and minimum reactions from tie-in spans (Kcr - 1) x Defl_DL in accordance with 6-OH 7 0 0.00 ANSI/TPI 1. Domain Max Min Location Dir Description BC 1- 7 135 71 0.16 Transfer loads: 7- 8 272 298 0.16 _ Bracing Data Summary 8- 9 1544 1493 0.45 TC 191 113 8-00-12 Vert J38 @ -13 Deg TC 91 -113 8-00-12 Vert J38 @ -135 Deg ------------Bracing Data------------ 9-10 1483 1368 0.42 TC 173 -209 10-00-12 Vert J18 @ -90 Deg Chords; continuous except where shown 10-11 0 42 0.16 TC 173 -209 11-06-00 Vert J18 @ -90 Deg Web Bracing -- None 11-12 0 42 0.15 TC 173 -209 12-11-04 Vert J18 @ -90 Deg 12-OH 0 0 0.00 TC 173 -209 14-11-04 Vert J18 @ -90 Deg Plate offsets(X,Y): Web 2- 7 1415 1473 0.18 TC 91 -113 14-11-04 Vert J38 @ -45 Deg (None unless indicated below) 2- 8 1536 1405 0.74 BC 34 -24 8-00-12 Vert J18 @ -90 Deg 3- 8 219 239 0.06 BC 151 -160 8-00-12 Vert J38 @ -135 Deg 3- 9 551 518 0.25 BC 34 -24 10-00-12 Vert J18 @ -90 Deg 4- 9 692 607 0.18 BC 34 -24 11-06-00 Vert J18 @ -90 Deg 5- 9 606 597 0.29 BC 34 -24 12-11-04 Vert J18 @ -90 Deg 5-10 325 315 0.09 BC 34 -24 14-11-04 Vert J18 @ -90 Deg 6-10 1538 1452 0.64 BC 151 -160 14-11-04 Vert J38 @ -45 Deg 6-12 1322 1359 0.17 \\1111i11//� Notes B Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees � Plates located at TC pitch breaks meet the prescriptive minimum size �� `�\�`•,.••••••.•0 requirement to transfer unblocked diaphragm loads across those joints. No.69577 •:� �`STATE OF ��T • '• FZORIDP.•'•• i S�ONAL S �� COA#30003 1/1 1 1 1 1\\ 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this Individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates • Trues Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General :2021.1.0.6T Notes"page for additional Information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector M ,plates are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. EngDrwq: 202Or3RGT Enq 00769-Overton-N Dixie HWY Qty. 1 Truss: E1 Customer: Donald Overton SID: 0001057432 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 7-8-0 4-4-0 7-8-0 2-4-0 1 2-4-0 10-0-0 14-4-0 2-0-0 24-4-0 2 3 4 2 5 6 4x6 4x6 6/12 -6/12 rn v 4x6 4x6 4-3 3x4= 3x4= 4-3 Z x 4x6 3x4= 3x4= x 200 22-00 2-4-0 7-8-0 I 4-4-0 I 7-8-0 1 2-4-0 1 2-4-0 10-0-0 14-4-0 22-0-0 24-4-0 7 8 9 10 11 6 24-4-0 Truss Weight 129.8 lb Code/Design: FBC-2020/TPI-2019 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC - 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chic: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #2 3-4 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.08) 9-11 BC 2x4 SP (ALSC6-2013) #2 7 2-04-00 973 669 08-00 01-08 SPF 425 Vert DL L/120 L/999(-0.05) 7- 8 .Webs 2x9 SP (ALSC6-2013) #2 11 22-00-00 973 669 08-00 01-08 SPF 425 Vert CR L/240 L/999(-0.13) 7- 8 2x6 SP (ALSC6-2013) #2 7-2 Max Horiz = -277 / +277 at Joint 7 Horz LL 0.75in ( 0.01) @Jtll 11-5 ' Horz CR 1.25in ( 0.01) @Jtll Loads Summary Cant CR 2L/240 2L/999( 0.02) 1- 7 Member Forces Summary This truss has been designed for the effects of an unbalanced top chord Cant CR 2L/240 2L/999( 0.01) 11- 6 ..Mem... Ten Comp .CSI. live load occurring at [12-02-00] using a 1.00 Full and 0.00 Reduced load TC 1- 2 178 187 0.82 factor. Vert CR and Horz CR are the.vertical and 2- 3 1024 957 0.92 horizontal deflections due to live load Loads See L a Report .for loading combinations and additional details. 3- 4 1069 737 0.59 Dead Loads may be slope adjusted: > 12.0/12 plus the creep component of deflection 4- 5 1028 960 0.92 due to dead load, computed as Defl LL + 5- 6 171 183 0.82 Notes (Kcr - 1) x Defl_DL in accordance with BC 1- 7 230 206 0.28 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ANSI/TPI 1. 6-11 226 199 0.27 Plates located at TC pitch breaks meet the prescriptive minimum size 7- 8 375 391 0.30 requirement to transfer unblocked diaphragm loads across those joints. Bracing Data Summary 8- 9 740 645 0.31 ------------Bracing Data------------ 9-10 226 199 0.23 Chords; continuous except where shown 10-11 226 199 0.30 web Bracing -- None Web 2- 7 1259 927 0.16 2- 8 570 461 0.45 Plate offsets(X,Y): 3- 8 151 94 0.09 (None unless indicated below) 4- 8 207 2 29 0.02 0. 16 9- 9 107 29 Jnt2(-00-04,00-08), Jnt5(00-04,00-08) 5- 9 577 469 0.46 5-11 1264 931 0.16 130 \��t111111f//// �(/• 'ocEM4F y i No.69577 Nam.STATE OF `\ ` d i FGORIDP. ' \� coA#3 003 �ONAL>\\\�� 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing Indicates _�Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes"page for additional Information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector n , plates are 20 gauge,unless the specified plate size is followed by a•-18•which Indicates an 18 gauge plate,or•S#18'.which indicates a high tension 18 gauge plate. Enq Drwq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: E2 Customer: Donald Overton SID: 0001057433 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 5-8-0 4-2-0 4-2-0 5-8-0 2-4-0 2-4-0 8-0-0 12-2-0 16-4-0 22-0-0 24-4-0 1 2 3 4 5 6 7 4x6 Wit 4x6 6/12 -6/12 rn v 4x4a 4x4 i 3x4= 3x4= 4-3 4-3 Z x 3x4= 4x6 3x4= 3x4= x 2-0-0 2-0-0 I 2-4-0 5-8-0 4-2-0 4-2-0 5-8-0 2-4-0 2-4-0 8-0-0 12-2-0 16-4-0 22-0-0 24-4-0 1 8 9 10 11 12 13 7 24-4-0 Truss Weight - 132.0 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead our Factors ASCE7-16 Ground Snow(Pg) - N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) $2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.04) 9-10 Webs 2x4 SP (ALSC6-2013) 42 8 2-04-00 973 669 08-00 01-08 SPF 425 Vert DL L/120 L/999(-0.04) 10-12 2x6 SP (ALSC6-2013) @2 8-2 13 22-00-00 973 669 08-00 01-08 SPF 925 Vert CR L/240 L/999(-0.07) 10-12 Horz LL 0.75in ( 0.01) 13-6 Max Horiz = -220 / +220 at Joint 8 @Jt Horz CR 1.25in ( 0.01) @Jtl3 3 Member Forces Summary Loads Summary Cant CR 2L/240 2L/999( 0.01) 1- 6 ..Mom... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord Cant CR 2L/240 2L/999( 0.01) 13- 7 TC 1- 2 132 160 0.65 live load occurring at (12-02-00] using a 1.00 Full and 0.00 Reduced load 2- 3 1201 965 0.84 factor. Vert CR and-Horz CR are the vertical and 3- 4 1948 991 0.53 See Loadcase Report for loading combinations and additional details. horizontal deflections due to live load 4- 5 1448 941 0.53 Dead Loads may be slope adjusted: > 12.0/12 plus the creep component of deflection 5- 6 1201 965 0.89 y due to dead load, computed as Defl_LL + 6- 7 132 158 0.65 Notes (Kcr - 1) x Defl_DL in accordance with BC 1- 8 130 76 0.14 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ANSI/TPI 1. 7-13 128 76 0.14 Plates located at TC pitch breaks meet the prescriptive minimum size 8- 9 282 246 0.14 requirement to transfer unblocked diaphragm loads across those joints. Bracing Data Summary 9-10 778 874 0.24 ------------Bracing Data------------ 10-11 778 830 0.19 Chords; continuous except where shown 11-12 778 830 0.24 Web Bracing -- None 12-13 128 76 0.14 Web 2- 8 1320 927 0.16 Plate offsets(X,Y): 2- 9 760 868 0.46 (None unless indicated below) 3- 9 215 109 0.04 3-10 248 394 0.23 4-10 526 268 0.09 5-10 248 394 0.23 5-12 215 109 0.04 6-12 760 866 0.46 6-13 1319 927 0.16 Bp '//// R ocENB OTis,� No.69577 _ Q STATE OF • !(/� O OR `C- COA#30003 /f NAL 1\\ 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this Individual truss Is based on design criteria and requirements supplied by "Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing Indicates .Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector e plates are 20 gauge,unless the specified plate size Is followed by a"-18'which Indicates an 18 gauge plate,or'S#18",which indicates a high tension 18 gauge plate. - EngDrwq: 2020r3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: E3 Custorger: Donald Overton SID: 0001057434 TID: 131228 Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 1 2-4-0 1 3-8-0 1 4-1-5 I 4-1-5 ( 4-1-5 1 3-8-0 1 2-4-0 2-4-0 6-0-0 3 10-1-5 14-2-11 18-4-0 6 22-0-0 24-4-0 1 2 32# 4 -136# 5 32# 7 8 -136# -136# -136# -136# -136# -136# -136# 6/12 4x6 $ t t2x3it tt 3x4=t t $4x6 _6 12 �+ .4x4lo; 4x4 v I m 4-3 3x4= 3x4= 4-3 Z ftx - 3x4= 4x8 3x4= 3x4= 3x4= x $ $ 1 2-0-0 18# 18# 18# 18# 18# 18# 18# 2�0 -264# 18# -264# 1 2-4-0 I 3-8-0 I 4-1-5 I 4-1-5 1 4-1-5 1 3-8-0 1 2-4-0 2-4-0 6-0-0 10-1-5 14-2-11 18-4-0 22-0-0 24-4-0 1 9 10 11 12 13 14 15 8 .L J F 24-4-0 Truss Weight - 132.9 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead our Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb SC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: No Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.11) 11-12 Webs 2x4 SP (ALSC6-2013) #2 9 2-04-00 1354 1275 08-00 02-02 SPF 425 Vert DL L/120 L/999(-0.08) 11-12 2x6 SP (ALSC6-2013) #2 9-2 15 22-00-00 1354 1275 08-00 02-02 SPF 425 Vert CR L/240 L/999(-0.18) 11-12 15-7 Max Horiz = -163 / +163 at Joint 9 Horz LL 0.75in ( 0.02) @Jt15 Horz CR 1.25in ( 0.03) @Jtl5 Member Forces Summary Loads Summary Cant CR 2L/240 2L/999( 0.03) 1- 9 ..Mem... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord Cant CR 2L/240 2L/999( 0.03) 15- 8 TC 1- 2 163 223 0.30 live load occurring at (12-02-00] using a 1.00 Full and 0.00 Reduced load 2- 3 1402 1380 0.52 factor. Vert CR and Horz CR are the vertical and 3- 4 2193 2071 0.70 See Loadcase Report for loading combinations and additional details. horizontal deflections due to live load 4- 5 2193 2071 0.81 Dead Loads may be slope adjusted: > 12.0/12 plus the creep component of deflection 5- 6 2196 2073 0.71 Loads based on maximum and minimum reactions from tie-in spans due to dead load, computed as Defl LL + 6- 7 1402 1380 0.52 Domain Max Min Location Dir Description (Kcr - 1) x Defl_DL in accordance with 7- 8 163 222 0.30 Transfer loads: ANSI/TPI 1. BC 1- 9 214 ill 0.08 TC 104 -136 6-00-12 Vert J16 @ 90 Deg 8-15 212 ill 0.08 TC 32 -31 6-00-12 Vert J36 @ 135 Deg Bracing Data Summary 9-10 208 157 0.09 TC 104 -136 8-00-12 Vert J16 @ 90 Deg ------------Bracing Data------------ 10-11 1188 1168 0.33 TC 104 -136 10-00-12 Vert J16 @ 90 Deg Chords; continuous except where shown 11-12 2073 2000 0.59 TC 104 -136 12-00-12 Vert J16 @ 90 Deg Web Bracing -- None 12-13 1188 1108 0.32 TC 104 -136 12-03-04 Vert J16 @ 90 Deg 13-14 1188 1108 0.33 TC 104 -136 14-03-04 Vert J16 @ 90 Deg Plate offsets(X,Y): 14-15 212 ill 0.09 TC 104 -136 16-03-04 Vert J16 @ 90 Deg (None unless indicated below) Web 2- 9 1346 11303 0.17 TC 104 -136 18-03-04 Vert J16 @ 90 Deg 2-10 1265 1199 0.28 TC 32 -31 18-03-04 Vert J36 @ 45 Deg 3-10 423 467 0.08 BC 18 -17 6-00-12 Vert J16 @ 90 Deg 3-11 1074 1105 0.50 BC 154 -264 6-00-12 Vert J36 @ 135 Deg 4-11 595 544 0.10 BC 18 -17 8-00-12 Vert J16 @ 90 Deg 5-11 274 277 0.12 BC 18 -17 10-00-12 Vert J16 @ 90 Deg 5-12 613 544 0.11 BC 18 -17 12-00-12 Vert J16 @ 90 Deg 6-12 1076 1108 0.50 BC 18 -17 12-03-04 Vert J16 @ 90 Deg6-14 7-14 1425 1468 0.28 8 0.08 BC 18 -17 14-03-04 Vert J16 @ 90 Deg \\� ` IVt• B O BC 18 -17 16-03-04 Vert J16 @ 90 Deg BC 18 -17 18-03-09 Vert J16 @ 90 Deg \ \�•.•••"••.•Q / 7-15 1345 1303 0.17 \ \CENS, T j \ !._ ,, BC 154 -264 18-03-04 Vert J36 @ 45 Deg Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees No.69577 -' Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. ' �1�`---`I�� STATE OF !(7 i� • '• FCORIDP.•' �.� i \\ s coA#s oo3s/ONAL 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss Is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a%18'which Indicates an 18 gauge plate,or•S#18',which Indicates a high tension 18 gauge plate. EngDrwq: 2020r3RGT Enq 00709-Overton-N Dixie HWY Qty: 9 Truss: P1 Customer: Donald Overton SID: OOOr1057435 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 1-2-13 1-3-10 4-0-0 4-0-0 1-3-101-2-13 1-2-13 2-6-7 6-6-7 10-6-7 1-10- 3-0-1 1 2 3 4 5 6/12 3x4= -6/12 2x3 ii Wit m 3x4= 3x4= 3x4 ii Wit 3x4 ii 1-2-131-3-10 4-0-0 4-0-0 1-3-101-2-13 1-2-13 2-6-7 6-6-7 10-6-7 3. 3-0-1 1 6 7 8 9 10 5 13-0-14 Truss Weight = 44.4 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) - N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BOLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf CSC End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) N2 ---_ ---- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) ♦i2 ----------Reaction - --Wiy(Lbs)------------ Vert LL L/360 L/999(-0.00) 8- 9 Webs 2x4 SP (ALSC6-2013) #2 Jnt -2-06-07 React -Up- --Width- -Regd -Mat PSI Vert DL L/120 L/999(-0.00) 10- 5 6 2-06-07 270 275 13-00-14 Vert CR L/240 L/999(-0.00) 10- 5 Member Forces Summary Reactions not shown: : down < and up < 150 10 10-06-07 275 13-00-14--- Horz LL 0.75in ( 0.00) @Jt 5 ...Mem... Ten Comp .CSI. ---- Reaction Summary (plf) ----- Horz CR 1.25in ( 0.00) @Jt 5 TC 1- 2 77 96 0.36 Jnt-Jnt React -Up- --Width- Vert CR and Horz CR are the vertical and 2- 3 250 114 0. 1- 5 30 17 13-00- (reduced) horizontal deflections due to live load 77 96 3- 4 2 1 0.57 Max Horiz = -195 / +195 at Jo Joint 8 9- 5 77 96 0.4090 plus the creep component of deflection BC 1- 6 84 60 0.02 Loads Summary due to dead load, computed as Defl LL + 5-10 84 60 0.03 This truss has been designed for the effects of an unbalanced top chord (Kcr - 1) x Defl_DL in accordance with 6- 7 84 60 0.02 live load occurring at [6-06-07] using a 1.00 Full and 0.00 Reduced load ANSI/TPI 1. 7- 8 84 60 0.01 factor. 8- 9 84 60 0.01 See Loadcase Report for loading combinations and additional details. Bracing Data Summary 9-10 84 60 0.02 Dead Loads may be slope adjusted: > 12.0/12 ------------Bracing Data------------ Web 2- 6 645 270 0.11 Chords; continuous except where shown 3- 8 312 221 0.05 Notes Web Bracing -- None 4-10 645 270 0.11 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size Plate offsets(X,Y): requirement to transfer unblocked diaphragm loads across those joints. (None unless indicated below) Jnt6(0,-00-12), Jnt10(0,-00-12) Boo No.69577 = Q STATE OF �(/� FZOR COA#3 003 70NAL t 0\\\ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component Solution" the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing Indicates ,Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the Important Information R General 2021.1.0.67 Notes"page for additional Information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector n plates are 20 gauge,unless the specified plate size is followed by a'-18"which indicates an 18 gauge plate,or"S#18",which Indicates a high tension 18 gauge plate. - EngDL q: 2020r3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: P2 Custorner: Donald Overton Sib: 0001057436 TID: 131228 Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 1-2-13 1-3-10 3-7-0 10-0 3-7-0 1-3-101-2-13 1-2-13 2-6-7 6-1-7 6-11-7 10-6-7 11-10- 3-0-1 1 2 3 4 5 6 6/12 3x4tt3x4tt -6/12 0 Wit Wit *i I 3x4= 3x4= rn 2x4 2x31t Wit 2x4 1-2-13 1-3-10 3-7-0 10-0 3-7-0 1-3-10 1-2-13 1-2-13 2-6-7 6-1-7 -113 10-6-7 11-10- 3-0-1 1 7 8 9 10 11 12 6 r 13-0-14 Truss Weight 47.8 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes SC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Pit 1.25 1.60 N/A Thermal Condition; All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 ______________Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 12- 6 Webs 2x4 SP (ALSC6-2013) #2 7 2-06-07 243 252 13-00-14 Vert DL L/120 L/999(-0.00) 12- 6 12 10-06-07 243 252 13-00-14 Vert CR L/240 L/999(-0.00) 12- 6 Member Forces Summary Reactions not shown: down < 400 and up < 150 Horz LL 0.75in ( 0_.00) @Jt 6 ...Mem... Ten Comp .CSI. ---- Reaction Summary (plf) ----- Horz CR 1.25in ( 0.00) @Jt 6 TC 1- 2 67 194 0.25 Jnt-Jnt React -Up-209 61 0.09 62 0. Max Horiz = -191 / +141 at Jo 1- 6 39 21 13-00- int 9(reduced)--Width- Vert CR and Horz CR are the vertical and 3- 9 09 2- 3 horizontal deflections due to live load o 4- 5 124 62 0.28 plus the creep component of deflection 5- 6 67 191 0.25 Loads Summary due to dead load, computed as Defl LL + BC 1- 7 180 49 0.04 This truss has been designed for the effects of an unbalanced top chord (Kcr - 1) x Defl_DL in accordance with 6-12 177 46 0.04 live load occurring at (6-06-07) using a 1.00 Full and 0.00 Reduced load ANSI/TPI 1. 7- 8 180 49 0.04 factor. 8- 9 180 49 0.03 See Loadcase Report for loading combinations and additional details. Bracing Data Summary 9-10 172 44 0.02 Dead Loads may be slope adjusted: > 12.0/12 ------------Bracing Data------------ 10-11 177 46 0.03 Chords; continuous except where shown 11-12 177 46 0.04 Notes Web Bracing -- None Web 2- 7 584 238 0.10 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 3- 9 287 151 0.05 Plates located at TC pitch breaks meet the prescriptive minimum size Plate offsets(X,Y): 4-10 286 151 0.05 requirement to transfer unblocked diaphragm loads across those joints. (None unless indicated below) 5-12 585 238 0.10 Jnt7(0,-00-11), Jntl2(0,-00-11) 01% ��1111111//� �. M BO ��J ,...:... . Off. . ��., '�1GENSF'•.,�� No.69577 _ F STATE OF FCORIOP.•' \�� COA#30003 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss Is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing Indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes"page for additional Information.All connector plates shall be manufactured by Simpson Strong-lie Company,Inc In accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a%18"which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. 0 EnvDrwq: 202Or3RGT env 00709-Overton-N Dixie HWY Qty: 1 Truss: 132A Customer: Donald Overton SID: 0001057437 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 1-2-13 1-3-10 3-5-8 1-1-0 3-5-8 1-3-10 1-2-13 1-2-13 2-6-7 5-11-15 7-0-1 10-6-7 11-10-3. 3-0-14 1 2 3 4 5 6 6/12 3x4 if N4 it -6/12 v 2x311 2x3if 3x4= 3x4= 71 N 2x4 Wit Wit 2x4 1-2-13 1-3-10 3-5-8 1-1-0 3-5-8 1-3-10 1-2-13 1-2-13 2-6-7 5-11-15 7-0-15 10_C_7 11-10-1 3-0-14 1 7 8 9 10 11 12 6 F 13-0-14 Truss Weight = 47.6 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf)_: TC = 5.0 BC = 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) 82 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) N2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 12- 6 Webs 2x4 SP (ALSC6-2013) N2 7 2-06-07 236 245 13-00-14 Vert DL L/120 L/999(-0.00) 12- 6 12 10-06-07 236 245 13-00-14 Vert CR L/240 L/999(-0.00) 12- 6 Member Forces Summary Reactions not shown: down < 400 and up < 150 Horz LL 0.75in ( 0.00) @Jt 6 ...Mem... Ten Comp .CSI. ---- Reaction Summary (plf) ----- Horz CR 1.25in ( 0.00) @Jt 6 TC 1- 2 63 180 0.23 Jnt-Jnt React -Up- --Width- 2- 3 129 62 0.25 1- 6 35 22 13-00-14 (reduced) Vert CR and Horz CR are the vertical and 3- 4 209 61 0.08 Max Horiz - -137 / +137 at Joint 9 horizontal deflections due to live load 4- 5 126 62 0.25 plus the creep component of deflection 5- 6 63 177 0.23 Loads Summary due to dead load, computed as Defl LL + BC 1- 7 171 48 0.02 This truss has been designed for the effects of an unbalanced top chord (Kcr - 1) x Defl_DL in accordance with 6-12 168 44 0.02 live load occurring at [6-06-07] using a 1.00 Full and 0.00 Reduced load ANSI/TPI 1. 7- 8 171 48 0.02 factor. 8- 9 171 48 0.02 See Loadcase Report for loading combinations and additional details. Bracing Data Summary 9-10 162 43 0.02 Dead Loads may be slope adjusted: > 12.0/12 ------------Bracing Data------------ 10-11 168 44 0.02 Chords; continuous except where shown 11-12 168 44 0.02 Notes Web Bracing -- None Web 2- 7 562 229 0.10 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 3- 9 293 151 0.05 Plates located at TC pitch breaks meet the prescriptive minimum size Plate Otfsets(X,Y): 4-10 292 151 0.05 requirement to transfer unblocked diaphragm loads across those joints. (None unless indicated below) 5-12 562 229 0.10 Jnt7(0,-00-11), Jntl2(0,-00-11) M. Bp //// No.69577 _ Q STATE OF �� • '• FCORIDP.•'•• \�� `s COA#3 003AL 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing Indicates • Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the Important Information&General ®.2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tle Company,Inc in accordance with ESR-2762.All connector 6 , plates are 20 gauge,unless the specified plate size Is followed by a"-18"which Indicates an 18 gauge plate,or"S#18",which Indicates a high tension 18 gauge plate. - EngD-q: 2020r3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: P3 Custorr;er: Donald Overton SID: 0001057438 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 1-2-13 2-10-10 2-5-0 2-5-0 2-10-10 1-2-13, 11-2-13] 4-1-7 1 6-6-7 ] 8-11-7 ] 11-10-1 I13-0-14' 1 2 3 4 5 6/12 3x4ii 2x3ii 3x411 -6/12 0 3x4= 3x4= o N 2x3ii 2x3ii 2x3ii 1-2-13 2-10-10 2-5-0 2-5-0 2-10-10 1-2-13, 11-2-131 4-1-7 1 6-6-7 1 8-11-7 ] 11-10-1 113-0-14' 1 6 7 8 9 10 5 13-0-14 Truss Weight = 43.6 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent SCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B - 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf CSC End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 1- 6 Webs 2x9 SP (ALSC6-2013) #2 8 6-06-07 202 166 13-00-14 Vert DL L/120 L/999(-0.00) 1- 6 Reactions not shown: down < 400 and up < 150 Vert CR L/240 L/999(-0.01) 1- 6 Member Forces Summary ---- Reaction Summary (plf) ----- Horz LL 0.75in ( 0.00) @it 1 ..Mem... Ten Comp .CSi. Jnt-Jnt React -Up- --Width- Horz CR 1.25in ( 0.00) @it 1 TC 1- 2 66 56 0.15 1- 5 56 47 13-00-14 (reduced) Vert CR and Horz CR are the vertical and 2- 3 79 6 0.15 Max Horiz = -84 / +84 at Joint 8 3- 4 79 6 0.15 horizontal deflections due to live load 4- 5 66 56 0.15 Loads Summary plus the creep component of deflection BC 1- 6 166 61 0.17 This truss has been designed for the effects of an unbalanced top chord due to dead load, computed as Defl LL + 5-10 166 61 0.17 live load occurring at [6-06-07] using a 1.00 Full and 0.00 Reduced load (Kcr - 1) x Defl_DL in accordance with 6- 7 166 61 0.11 factor. ANSI/TPI 1. 7- 8 153 55 0.03 See Loadcase Report for loading combinations and additional details. 8- 9 153 55 0.03 Dead Loads may be slope adjusted: > 12.0/12 Bracing Data Summary 9-10 166 61 0.11 ------------Bracing Data------------ Web 2- 7 385 189 0.07 Notes Chords; continuous except where shown 3- 8 441 192 0.07 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Web Bracing -- None 4- 9 385 189 0.07 Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Plate offsets(X,Y)' (None unless indicated below) �``��.•M: 13 00 ocENSF' No.69577 1. STATE OF OR coA#s oo3s/ONAL\� 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by - Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information 8.General 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector r plates are 20 gauge,unless the specified plate size is followed by a'.18"which Indicates an 18 gauge plate,or'S#18',which indicates a high tension 18 gauge plate. - EngDLwg: 202Or3RGT Enq 00709-Overton-N Dixie HVVY Oty: 1 Truss: 133A Customer: Donald Overton SID: 0004057439 TID: 131228. Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 I1-2-13 2-9-2 2-6-8 ] 2-6-8 1 2-9-2 1-2-13 1-2-13 3-11-15 6-6-7 9-0-15 11-10-1 13-0-14 1 2 3 4 5 6/12 3x4u 2x3ii 3x411 -6/12 3x4= 3x4= 1 2x3u 20 if 20u 1-2-13 2-9-2 2-6-8 2-6-8 2-9-2 1-2-13 1-2-13 3-11-15 6-6-7 9-0-15 11-10-1 13-0-14 1 6 7 8 9 10 5 F J 13-0-14 Truss Weight = 43.3 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead our Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R - Yes Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice,Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf CSC End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(irt) Location BC 2x4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 10- 5 Webs 2x4 SP (ALSC6-2013) #2 8 6-06-07 214 176 13-00-14 Vert DL L/120 L/999(-0.00) 10- 5 Reactions not shown: down < 400 and up < 150 Vert CR L/240 L/999(-0.00) 10- 5 Member Forces Summary ---- Reaction Summary (plf) ----- Horz LL 0.75in ( 0.00) @it 5 ..Mem... Ten Comp .CSI. Jnt-Jnt React -Up- --Width- Horz CR 1.251n ( 0.00) @Jt 5 TC 1- 2 56 41 0.14 1- 5 55 46 13-00-14 (reduced) 2- 3 89 12 0.16 Max Horiz - -81 / +81 at Joint 8 Vert CR and Horz CR are the vertical and 3- 4 89 12 0.17, horizontal deflections due to live load 4- 5 56 41 0.14 Loads Summary plus the creep component of deflection BC 1- 6 147 52 0.15 This truss has been designed for the effects of an unbalanced top chord due to dead load, computed as Defl LL + 5-10 147 52 0.15 live load occurring at [6-06-07] using a 1.00 Full and 0.00 Reduced load (Kcr - 1) x Defl_DL in accordance with 6- 7 147 52 0.10 factor. ANSI/TPI 1. 7- 8 134 46 0.03 See Loadcase Report for loading combinations and additional details. 8- 9 134 46 0.03 Dead Loads may be slope adjusted: > 12.0/12 Bracing Data Summary 9-10 147 52 0.10 ------------Bracing Data------------ Web 2- 7 376 186 0.06 Notes Chords; continuous except where shown 3- 8 464 204 0.08 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Web Bracing -- None 4- 9 376 186 0.06 Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Plate offsets(X,Y)• (None unless indicated below) \\\\tlllliff�7, .��J��••M' 13 00 T''� \CENSF y�i No.69577 =_ STATE OF • &;,\ CN COA#30003 O'YAL\\`\\\\\ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing Indicates .�Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes'page for additional Information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector w plates are 20 gauge,unless the specified plate size Is followed by a'-18'which Indicates an 18 gauge plate,or'S#18",which Indicates a high tension 18 gauge plate. - EnQDrwq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: P4 Custorrier: Donald Overton SID: 0001057440 TID: 131228 Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 1-z-13 10-10 4-5-0 4-5-0 1 10-10 1-2-13 1-2-13 2-1-7 10-11-7 1 10-1 13-0-14 1 2 3 4 5 6/12 -6/12 3x6 2x3ii 3x6 3x4= fli 3x4= 0 I 2x4 2x31I 2x4 1 1-2-13 1 10-10 4-5-0 4-5-0 I10-101 1-2-13 1-2-13 I 11-10-1113-0-14 1 6 7 8 9 10 5 •L J 13-0-14 Truss Weight = 40.4 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) - N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member'Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OR Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 7- 8 Webs 2.4 SP (ALSC6-2013) #2 6 2-03-03 214 175 13-00-14 Vert DL L/120 L/999(-0.00) 7- 8 8 6-06-07 358 304 13-00-14 Vert CR L/240 L/999(-0.00) 7- 8 Member Forces Summary 10 10-09-11 214 175 13-00-14 Horz LL 0.75in ( 0.00) @it 1 ..Mem... Ten Comp .CSI. Reactions not shown: down < 400 and up < 150 Horz CR 1.25in ( 0.00) @it 1 TC 1- 2 15 5 0.04 ---- Reaction Summary (plf) ----- Vert CR and Horz CR are the vertical and 2- 4 49 11 0. Jnt-Jn React -Up- --width- horizontal deflections due to live load 9- 5 15 5 0.04 09 1- 5 5 11 9 13-00-14 (reduced) BC 1- 5 34 9 0.02 Max Horiz = -27 / +27 at Joint 8 plus the creep component of deflection Web 2- 6 404 207 0.07 due to dead load, computed as Defl LL + 3- 8 740 353 0.13 Loads Summary (Kcr - 1) x Defl_DL in accordance with 4-10 404 207 0.07 This truss has been designed for the effects of an unbalanced top chord ANSI/TPI 1. live load occurring at [6-06-07) using a 1.00 Full and 0.00 Reduced load factor. Bracing Data Summary See Loadcase Report for loading combinations and additional details. ------------Bracing Data------------ Dead Loads may be slope adjusted: > 12.0/12 Chords; continuous except where shown Notes Web Bracing -- None Gable webs are attached with min. lx3 20 ga.plates. The max.rake overhang Plate offsets(X,Y)' = 1/2 the truss spacing. If this truss is exposed to wind loads (None unless indicated below) perpendicular to the plane of the truss, it must be braced according to a Jnt6(0,-00-08), JntlO(0,-00-08) standard detail matching the wind criteria shown, or according to the Construction Documents and/or BCSI - B3. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. M.��J •....... . Off, _ No.69577 _ - STATE OF !�/ FCORIOP. • o�s`,S/�ONAL COA#3 0 3 ///11111`E 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this individual truss is based on design crlteda and requirements supplied by - Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates Truas Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector A , plates are 20 gauge,unless the specified plate size Is followed by a%18"which Indicates an 18 gauge plate,or'S#18',which Indicates a high tension 18 gauge plate. - EngDrwa: 2020r3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: P4A Customer: Donald Overton SID: 0004057441 TID: 131228 Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 1-2-13 9-2 4-6-8 4-6-8 9-2 1-2-13 1-2-13 -11 5 11-0-15 11 10-113-0-14 1 2 3 4 5 6/12 -6/12 3x6 2x311 3x6 3x4= 3x4= 2x4 2x31I 2x4 1-2-13 1 9-2 4-6-8 i 4-6-8 1 9-2 2 „ 1-2-13 11-10-1113-0�14 1 6 7 8 9 10 5 13-0-14 Truss Weight = 40.1 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L - 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 8- 9 webs 2x4 SP (ALSC6-2013) k2 6 2-01-11 213 173 13-00-14 Vert DL L/120 L/999(-0.00) 8- 9 8 6-06-07 368 312 13-00-14 Vert CR L/240 L/999(-0.00) 8- 9 Member Forces Summary 10 10-11-03 213 173 13-00-14 Horz LL 0.75in ( 0.00) @Jt 1 ...Mem... Ten Comp .CSI. Reactions not shown: down < 400 and up < 150 Horz CR 1.25in ( 0.00) @Jt 1 TC 1- 2 12 7 0.05 ---- Reaction Summary (plf) ----- Vert CR and Horz CA are the vertical and 2- 4 59 14 0. Jnt-Jnt React -Up- --Width- horizontal deflections due to live load 9- 5 12 7 0.05 05 1- 5 11 9 13-00-19 (reduced) BC 1- 5 20 8 0.02 Max Horiz -24 / +24 at Joint 8 plus the creep component of deflection Web 2- 6 414 214 0.07 due to dead load, computed as Defl_LL + 3- 8 762 363 0.13 Loads Summary (Kcr - 1) x Defl_DL in accordance with 4-10 414 214 0.07 This truss has been designed for the effects of an unbalanced top chord ANSI/TPI 1. live load occurring at 16-06-071 using a 1.00 Full and 0.00 Reduced load factor. Bracing Data Summary See Loadcase Report for loading combinations and additional details. ------------Bracing Data------------ . Dead Loads may be slope adjusted: > 12.0/12 Chords; continuous except where shown Web Bracing -- None Notes Gable webs are attached with min. lx3 20 ga.plates. The max.rake overhang Plate offsets(X,Y): = 1/2 the truss spacing. If this truss is exposed to wind loads (None unless indicated below) perpendicular to the plane of the truss, it must be braced according to a Jnt6(0,-00-08), Jnt10(0,-00-08) standard detail matching the wind criteria shown, or according to the Construction Documents and/or BCSI - B3. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. M. 1300 No.69577 =_ STATE OF _ F�ORIOP.•'• �s COA#3 003 //Oj 1, AL 1\`�`\ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this Individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing Indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector , plates are 20 gauge,unless the specified plate size is followed by a"-18'which Indicates an 18 gauge plate,or'Sf!18',which Indicates a high tension 18 gauge plate. EngDrwq: 202Or3RGT Enq 00709-,Overton-N Dixie HWY Qty- 1 Truss: V1 B Customer: Donald Overton SID: 0001057442 TID: 131228 Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 5-4-2 I 3-9-0 i 11 1 5-5-8 2 9-2-8 9-10-4 3 4 3x4u2x3ii 6/12 2x4 rn rn 10 u6 v v 3x4 2x4 2x3ii 2x4 5-4-2 3-9-0 7-12 1 5-5-5 6 9-2-8 9-10-4 8 9 1 J r 9-8-14 Truss Weight = 44.5 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1'60 N/A Roof Exposure: Sheltered Bldg Dims: L - 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R - Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: ' 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Vert LL L/360 L/999(-0.01) 1- 5 Webs 2x9 SP (ALSC6-2013) #2 Jnt --K-Loc8 React -Up- --Width- -Regd -Mat PSI Vert DL L/120 L/999(-0.001 1- 5 6 ons not own down 9-OB-19 Vert CR L/240 L/999(-0.01) 1- 5 Reactions not shown: down < --- and up < 150 Horz LL 0.75in ( 0.02) @Jt 1 Member Forces Summary ---- Reaction Summary (plf)--Width- Horz CR 1.25in ( 0.02) @Jt 1 ..Mem... Ten Comp .CSI. Jnt-Jnt React -Up- --Width- TC 1- 2 189 730 0.63 1- 9 39 24 9-08-14 (reduced) Vert CR and Horz CR are the vertical and 2- 3 109 327 0.63 Max Horiz = -198 / +367 at Joint 6 3- 4 208 162 0.07 horizontal deflections due to live load 4-OH 0 0 0.00 Loads Summary plus the creep component of deflection BC 1- 5 815 187 0.42 This truss has been designed for the effects of an unbalanced top chord due to dead load, computed as Defl LL + 5- 6 815 187 0.25 live load occurring at [9-06-06] using a 1.00 Full and 0.00 Reduced load (Kcr - 1) x Defl-DL in accordance with 6- 7 211 157 0.05 factor. ANSI/TPI 1. 7- 8 211 157 0.03 See Loadcase Report for loading combinations and additional details. 8- 9 208 162 0.03 Dead Loads may be slope adjusted: > 12.0/12 Bracing Data Summary 9-0H 0 0 0.00 ------------Bracing Data------------ Web 2- 6 937 324 0.16 Notes Chords; continuous except where shown 3- 8 489 149 0.08 Valley Truss application only Web Bracing -- None 4- 9 14 16 0.52 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size Plate offsets(X,Y)' requirement to transfer unblocked diaphragm loads across those joints. (None unless indicated below) Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Jnt2(0,00-10), Jnt6(0,-00-10), Jnt8(0,-00-10) \��11111111//�/ No.69577 N�.`\\/ _ STATE OF d. COA#3 0 3�S /Mill% 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this individual truss Is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing Indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General _ 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-71e Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a%18•which Indicates an 18 gauge plate,or'S#18',which Indicates a high tension 18 gauge plate. - ^ EngDrwq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: V1C Customer: Donald Overton SID: COCA057443 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 4-9-10 4-11-0 1 2 6/12 2x4 M r'r1 1 I 3x4- N N 2x4 4-9-10 4-11-0 1 3 4 Truss Weight = 16.7 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead our Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) - 165 mph 10 psf Non-Concurrent BOLL: Yes TC 20.0 15.0 Live Wind :now Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B - 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC - 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chic: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Reactions not shown: down < 400 and up < 150 TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 ---- Reaction Summary (plf) ----- Vert LL L/360 L/999(-0.00) 1- 3 Webs 2x4 SP (ALSC6-2013) #2 Jnt-Jnt React -Up- --Width- Vert DL L/120 L/999(-0.00) 1- 3 1- 4 71 59 4-09-10 Vert CR L/240 L/999(-0.01) 1- 3 Member Forces Summary Max Horiz = -91 / +170 at Joint 3 Horz LL 0.75in ( 0.02) @Jt 1 ..Mem... Ten Comp .CSI. Horz CR 1.25in ( 0.02) @Jt 1 TC 1- 2 76 314 0.57 Loads Summary 2-OH 0 4 0.00 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and BC 1- 3 546 110 0.54 live load occurring at (4-11-00) using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load 3- 4 102 76 0.21 factor. plus the creep component of deflection 4-011 0 0 0.00 See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL + Web 2- 4 551 174 0.21 Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Notes Valley Truss application only Bracing Data Summary Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ------------Bracing Data------------ Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown requirement to transfer unblocked diaphragm loads across those joints. Web Bracing -- None Plate offsets(X,Y): (None unless indicated below) Jnt2(0,00-12), Jnt4(0,-00-11) \\�ttllllll//// �.`J�� ....:...00 No.69577 _ Q• STATE OF k/ / ONAI.E�.. COA#30003 !►lllllt� 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this Individual truss Is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing Indicates Y,�Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector n plates are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gauge plate,or•S#18•,which Indicates a high tension 18 gauge plate. - EngDrwq: 202Or3RGT Enq 00709-Overton-N Dixie HWY City: 1 Truss: V1 D Customer: Donald Overton SID: 0001057444 TID: 131228 �r Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 3-5-2 3-6-8 1 2 6/12 2x3it rn (s 3x45 00 00 1 I 2x4 3-5-2 3-6-8 1 3 4 Truss Weight = 11.6 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 1b TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC - 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-20131 #2 Reactions not shown: down < 400 and up < 150 TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 ---- Reaction Summary (plf) ----- Vert LL L/360 L/999(-0.00) 1- 3 Webs 2x4 SP (ALSC6-2013) #2 Jnt-Jnt React -Up- --Width- Vert DL L/120 L/999(-0.00) 1- 3 1- 4 71 59 3-05-02 Vert CR L/240 L/999(-0.00) 1- 3 Member Forces Summary Max Horiz = -56 / +109 at Joint 3 Horz LL 0.75in ( 0.01) @Jt 1 ...Mem... Ten Comp .CSI. Horz CR 1.25in ( 0.01) @Jt 1 TC 1- 2 52 226 0.28 Loads Summary 2-011 0 4 0.00 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and BC 1- 3 401 78 0.25 live load occurring at [3-06-08] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load 3- 4 62 46 0.09 factor, plus the creep component of deflection 4-011 0 0 0.00 See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl LL + Web 2- 4 414 122 0.11 Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Notes Valley Truss application only Bracing Data Summary Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ------------Bracing Data------------ Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown requirement to transfer unblocked diaphragm loads across those joints. Web Bracing -- None Plate offsets(X,Y): (None unless indicated below) Jnt4(0,-00-08) M so N"/, � No.69577 � STAATETE / 1.OF OF O� F<ORIDP.•' ss A 1 •�-�\�� COA#3 003ONA �``�\ 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this individual truss Is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing Indicates k Truss Studio v acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector A. , plates are 20 gauge,unless the specified plate size is followed by a"A 8"which indicates an 18 gauge plate,or"S#18',which Indicates a high tension 18 gauge plate. . ERgDI q: 2020r3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: VIE Customer: Donald Overton SID: 000,1057445 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 3-1-2 4-0-0 I 4-0-0 I 4-0-0 I 4-0-0 I 33 i 2 5 3-2-8 7-2-8 3 11-2-8 4 15-2-8 19-2-8 6 22-3-10 7 3x4= 6/12 2x3i1 2x3i1 -6/12 rn 2x3it 2x3it �+ 3x4o 3x4 e 2x3it 2x3ii 2x3it 2x31x4= 2x3it 3-1-2 i 4-0-0 I 4-0-0 I 4-0-0 I 4-0-0 I 3-1-2� 3-2-8 7-2-8 11-2-8 15-2-8 19-2-8 22-3-10 1 8 9 10 11 12 13 14 15 16 17 7 22-2-3 Truss Weight = 85.7 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 1b TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 17- 7 Webs 2x4 SP (ALSC6-2013) #2 8 3-02-08 247 269 22-02-03 Vert DL L/120 L/999(-0.00) 17- 7 10 7-02-08 315 337 22-02-03 Vert CR L/240 L/999(-0.00) 17- 7 Member Forces Summary 14 15-02-08 313 339 22-02-03 Horz LL 0.75in ( 0.01) @Jt 7 ..Mem... Ten Comp .CSI. 17 19-02-08 247 270 22-02-03 Horz CR 1.25in ( 0.01) @Jt 7 TC 1- 2 118 210 0.28 Reactions not shown: down < 400 and up < 150 2- 3 115 99 0.38 ---- Reaction Summary (plf) ----- Vert CR and Horz CR are the vertical and 3- 4 367 162 0.43 Jnt-Jnt React -Up- --Width- horizontal deflections due to live load 4- 5 349 151 0.39 1- 7 21 4 22-02-03 (reduced) plus the creep component of deflection 5- 6 107 99 0.38 Max Horiz = -287 / +273 at Joint 12 due to dead load, computed as Defl LL + 6- 7 112 242 0.28 (Kcr - 1) x Defl_DL in accordance with BC 1- 8 242 102 0.07 Loads Summary ANSI/TPI 1. 7-17 270 97 0.07 This truss has been designed for the effects of an unbalanced top chord 8- 9 242 102 0.05 live load occurring at [11-02-08] using a 1.00 Full and 0.00 Reduced load Bracing Data Summary 9-10 242 102 0.04 factor. ------------Bracing Data------------ 10-11 242 102 0.04 See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown 11-12 242 102 0.04 Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None 12-13 270 97 0.04 13-14 270 97 0.04 Notes Plate offsets(X,Y): 14-15 270 97 0.04 Valley Truss application only (None unless indicated below) 15-16 270 97 0.04 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 16-17 270 97 0.05 Plates located at TC pitch breaks meet the prescriptive minimum size Web 2- 8 607 234 0.10 requirement to transfer unblocked diaphragm loads across those joints. 3-10 588 310 0.10 4-12 28 213 0.10 5-14 589 310 0.10 6-17 607 234 0.10 130 \��ttlllllrrr7, No.69577 _ STATE OF ' , I �CORIDP.•' \7 N si6NAl- COA 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this individual truss Is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing indicates _W Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.Seethe cover page and the'Important Information&General 2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector # plates are 20 gauge,unless the specified plate size is followed by a'-18"which Indicates an 18 gauge plate,or'S#18",which indicates a high tension 18 gauge plate. EngDrww: 202Or3RGT Eng 00709-Overton-N Dixie HWY Qty: 1 Truss: V26 CustorrLer: Donald Overton SID: 0001057446 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 3-7-2 4-1-12 3-8-8 7-10-4 1 2 3 2x4 6/12 2x4 li ri � o I I 3x4% rn 11 2x4 2x4 3-7-2 4-1-12 3-8-8 7-10-4 1 4 5 6 7 7-8-14 ir Truss Weight 30.0 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed'(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B - 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Pit 1.25 1.60 N/A Thermal Condition: All,Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) 02 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 6- 7 Webs _ 2x4 SP (ALSC6-2013) 02 5 3-08-08 293 322 7-08-14 Vert DL L/120 L/999(-0.00) 1- 4 Reactions not shown: down < 400 and up < 150 Vert CR L/240 L/9991-0.00) 1- 4 Member Forces Summary ---- Reaction Summary (plf) ----- Horz LL 0.75in ( 0.01) @Jt 1 ..Mem... Ten Comp .CSI. Jnt-Jnt React -Up- --Width- Horz CR 1.25in ( 0.01) @Jt 1 TC 1- 2 185 763 0.57 1- 7 34 17 7-08-14 (reduced) Vert CR and Horz CR are the vertical and 2- 3 96 334 0.59 Max Horiz - -165 / +301 at Joint 5 3-OH 0 4 0.00 horizontal deflections due to live load BC 1- 4 766 166 0.17 Loads Summary plus the creep component of deflection 4- 5 766 166 0.14 This truss has been designed for the effects of an unbalanced top chord due to dead load, computed as Defl LL + 5- 6 176 135 0.03 live load occurring at (7-10-04) using a 1.00 Full and 0.00 Reduced load (Kcr - 1) x Defl_DL in accordance with 6- 7 176 135 0.03 factor. ANSI/TPI 1. 7-OH 0 0 0.00 See Loadcase Report for loading combinations and additional details. Web 2- 5 985 378 0.17 Dead Loads may be slope adjusted: > 12.0/12 Bracing Data Summary 3- 7 466 160 0.42 ------------Bracing Data------------ Notes Chords; continuous except where shown Valley Truss application only Web Bracing -- None Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size Plate offsets(X,Y): requirement to transfer unblocked diaphragm loads across those joints. (None unless indicated below) Jnt2(0,00-11), Jnt3(0,00-10), Jnt5(0,-00-11), Jnt7(0,-00-10) \\�II1111111/// No.69577 _ N .\ - ` _ Q t' STATE OF 1-41 FCORIOP.•' GN COA#3 ossYONA�IE 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing Indicates ,�Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes'page for additional Information.All connector plates shall be manufactured by Simpson Strong-Tle Company,Inc in accordance with ESR-2762.All connector n e plates are 20 gauge,unless the specified plate size Is followed by a'-18'which Indicates an 18 gauge plate,cr'S#18-,which indicates a high tension 18 gauge plate. EngDrwq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: V2C Customer: Donald Overton SID: 00001057447 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-9-10 2-11-0 1 2 6/12 2x3n PJ, I 2x3ii 2-9-10 2-11-0 1 3 Truss Weight = 9.2 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) - 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC - 1.0 Unbalanced TOLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Reactions not shown: down < 400 and up < 150 TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 ---- Reaction Summary (plf) ----- Vert LL L/360 L/999(-0.00) 1- 3 Webs 2x4 SP (ALSC6-2013) #2 Jnt-Jnt React -Up- --Width- Vert DL L/120 L/999(-0.00) 1- 3 1- 3 71 59 2-09-10 Vert CR L/240 L/999(-0.00) 1- 3 Member Forces Summary Max Horiz = -40 / +81 at Joint 3 Horz LL 0.75in ( 0.01) @Jt 1 ...Mem... Ten Comp .CSI. Horz CR 1.25in ( 0.01) @Jt 1 TC 1- 2 44 181 0.17 Loads Summary 2-011 0 4 0.00 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and BC 1- 3 306 62 0.16 live load occurring at [2-11-001 using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load 3-OH 0 0 0.00 factor. plus the creep component of deflection Web 2- 3 338 103 0.08 See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL + Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Notes Valley Truss application only Bracing Data Summary Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ------------Bracing Data------------ Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown requirement to transfer unblocked diaphragm loads across those joints. Web Bracing -- None Plate offsets(X,Y): (None unless indicated below) \`�ttlllll///7/ •M 800...... .I��C!.� •�`CENS�. ..y� No.69577 =_ STATE OF �(/\ RID COA#30 03�/�1VAl.t\��\` 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by ®Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing Indicates • Truss studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information 8 General :2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a'-18"which Indicates an 18 gauge plate,or'S#18•,which Indicates a high tension 18 gauge plate. - ERgDr q: 2020r3RGT Eng 00709-Overton-N Dixie HWY Qty 1 Truss: WE Custorapr: Donald Overton SID: 0001057448 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 5-1-2 I 4-0-0 I 4-0-0 I 5-1-2 5-2-8 9-2-8 13-2-8 18-3-10 1 2 3 4 5 3x4= 6/12 -6/12 Wit Wit rn t v 3x4-- 3x4 Wit Wit 2x3113x4= 5-1-2 I 4-0-0 I 4-0-0 I 5-1-2 5-2-8 9-2-8 13-2-8 18-3-10 1 6 7 8 9 10 11 12 13 5 J J F 18-2-3 Truss Weight 65.7 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) - 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 1b TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R - Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OR Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) 42 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) U2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 1- 6 Webs 2x4 SP (ALSC6-2013) N2 7 5-02-08 315 338 18-02-03 Vert DL L/120 L/999(-0.00) 1- 6 11 13-02-08 331 358 18-02-03 Vert CR L/240 L/999(-0.01) 1- 6 Member Forces Summary Reactions not shown: down < 400 and up < 150 Horz LL 0.75in ( 0.01) @it 1 ...Mem... Ten Comp .CSI. ---- Reaction Summary (plf) ----- Horz CR 1.25in ( 0.01) @Jt 1 TC 1- 2 96 93 0.47 Jnt-Jnt React -Up- --Width- Vert CR and Horz CR are the vertical and 2- 3 303 112 0.52 1- 5 36 21 18-02-03 (reduced) 3- 4 302 112 0.51 Max Horiz - -225 / +225 at Joint 9 horizontal deflections due to live load 4- 5 96 93 0.46 plus the creep component of deflection BC 1- 6 203 81 0.27 Loads Summary due to dead load, computed as Defl LL + 5-13 202 81 0.26 This truss has been designed for the effects of an unbalanced top chord (Kcr - 1) x Defl_DL in accordance with 6- 7 203 81 0.13 live load occurring at [9-02-08] using a 1.00 Full and 0.00 Reduced load ANSI/TPI 1. 7- 8 203 81 0.05 factor. 8- 9 203 81 0.03 See Loadcase Report for loading combinations and additional details. Bracing Data Summary 9-10 202 81 0.03 Dead Loads may be slope adjusted: > 12.0/12 ------------Bracing Data------------ 10-11 202 81 0.03 Chords; continuous except where shown 11-12 202 81 0.05 Notes Web Bracing -- None 12-13 202 81 0.13 Valley Truss application only Web 2- 7 751 325 0.13 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plate offsets(X,Y): 3- 9 109 206 0.06 Plates located at TC pitch breaks meet the prescriptive minimum size (None unless indicated below) 4-11 744 322 0.13 requirement to transfer unblocked diaphragm loads across those joints. M. BD No.69577 STATE OF FCORIOP.•' G\�� COA#l30003,/�� i`O V AL W\\\ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this Individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"important Information&General 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector r , plates are 20 gauge,unless the specified plate size Is followed by a%18'which Indicates an 18 gauge plate,or'Sti 18',which Indicates a high tension 18 gauge plate. - Enq DY q: 2020r311GT Eno 00709-Overton-N Dixie HWY Qty 1 Truss: V313 Customer: Donald Overton SID: 0001057449 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 5-8-14 5-10-4 1 2 2x4 6/12 r\ I. I I 0 0 3x4� N N 2x4 5-8-14 5-10-4 1 3 4 5 Truss Weight = 20.0 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) - N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC - 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.01) 1- 3 Webs 2x4 SP (ALSC6-2013) #2 3 2-05-05 158 171 5-08-14 Vert DL L/120 L/999 I-0.00) 1- 3 Reactions not shown: down < 400 and up < 150 Vert CR L/240 L/999(-0.01) 1- 3 Member Forces Summary ---- Reaction Summary (plf) ----- Horz LL 0.75in ( 0.02) @Jt 1 ..Mem... Ten Comp .CSI. Jnt-Jnt React -Up- --Width- Horz CR 1.25in ( 0.02) @Jt 1 TC 1- 2 88 359 0.86 1- 5 44 29 5-08-14 (reduced) Vert CR and Horz CR are the vertical and 2-OH 0 4 0.00 Max Horiz = -115 / +212 at Joint 3 BC 1- 3 629 129 0.73 horizontal deflections due to live load 3- 4 128 96 0.29 Loads Summary plus the creep component of deflection 4- 5 128 96 0.06 This truss has been designed for the effects of an unbalanced top chord due to dead load, computed as Defl_LL + 5-OH 0 0 0.00 live load occurring at [5-10-041 using a 1.00 Full and 0.00 Reduced load (Kcr - 1) x Defl_DL in accordance with Web 2- 5 611 201 0.28 factor. ANSI/TPI 1. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Bracing Data Summary ------------Bracing Data------------ Notes Chords; continuous except where shown Valley Truss application only Web Bracing -- None Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size Plate offsets(X,Y)• requirement to transfer unblocked diaphragm loads across those joints. (None unless indicated below) Jnt2(0,00-12), Jnt5(0,-00-12) 80 \�111l11111//// ��(/• ocENSF' No.69577 =_ • STATE OF F40RIO?`.•' i��s .. A+ \ COA#0003/iO'V�L 1 \\\ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss Is based on design criteria and requirements supplied by - component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing Indicates Trues Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector , plates are 20 gauge,unless the specified plate size is followed by a•-18'which indicates an 18 gauge plate,or•S#1 B',which Indicates a high tension 18 gauge plate. EngDrwq: 2020r3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: WE Customer: Donald Overton SID: 0001057450 TID: 131228 ` Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 3-1-2 [ 4-0-0 [ 4-0-0 I 3-1-2 3-2-8 7-2-8 11-2-8 14-3-10 1 2 3 4 5, 3x4= 6/12 -6/12 2x3 fi 2x3 fi I 3x4i� 3x4 rn 2x3ii Wit 2x3fi 3-1-2 [ 4-0-0 I 4-0-0 [ 3-1-2 3-2-8 7-2-8 11-2-8 14-3-10 1 6 7 8 9 10 5 k 14-2-3 J Truss Weight = 49.1 1b Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 ______________Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x9 SP (ALSC6-2013I #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 10- 5 Webs 2x4 SP (ALSC6-2013) #2 6 3-02-08 276 293 14-02-03 Vert DL L/120 L/999(-0.00) 10- 5 10 11-02-08 276 293 14-02-03 Vert CR L/240 L/999(-0.00) 10- 5 Member Forces Summary Reactions not shown: down < 400 and up < 150 Horz LL 0.75in ( 0.00) @Jt 5 p .CSI. - Reaction Summary (plf) Horz CR 1.25in ( 0.00) @it 5 ...Mem... Ten Comp --- ----- TC 1- 2 79 99 0.32 Jnt-Jnt React -Up- --Width- Vert CR and Horz CR are the vertical and 2- 3 258 118 0.38 1- 5 33 18 14-02-03 (reduced) horizontal deflections due to live load 3- 4 258 118 0.38 Max Horiz = -168 / +168 at Joint 8 4- 5 79 99 0.32 plus the creep component of deflection BC 1- 6 108 64 0.03 Loads Summary due to dead load, computed as Defl LL + 5-10 108 64 0.03 This truss has been designed for the effects of an unbalanced top chord (Kcr - 1) x Defl-DL in accordance with 6- 7 108 64 0.02 live load occurring at [7-02-08] using a 1.00 Full and 0.00 Reduced load ANSI/TPI 1. 7- 8 108 64 0.01 factor. 8- 9 108 64 0.01 Bracing Data Summary See LLoads a Report for loading combinations and additional details. g ry 9-10 108 64 0.02 Dead Loads may be slope adjusted: > 12.0/12 ------------Bracing Data------------ Web 2- 6 652 267 0.11 Chords; continuous except where shown 3- 8 277 218 0.05 Notes Web Bracing -- None 4-10 652 267 0.11 Valley Truss application only Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plate offsets(X,Y): Plates located at TC pitch breaks meet the prescriptive minimum size (None unless indicated below) requirement to transfer unblocked diaphragm loads across those joints. M. 130 4�; \\CENSF��y � _ No.69577 Nam, _ /" STATE OF �(/ jQ40RION 'G\ GOA#0003/�ONAL 1`\\ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss Is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates _ Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-18"which Indicates an 18 gauge plate,or"S#18",which Indicates a high tension 18 gauge plate. EngDrwq: 2020r3RGT Eng 00709-Overton-N Dixie HWY Qty 1 Truss: V4B Customer: Donald Overton SID: 000F057451 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 3-8-14 , 3-10-4 1 .2 6/12 2x4 I I 3x4� o 0 I I A A 2x4 3-8-14 3-10-4 1 3 4 Truss Weight = 12.9 lb Code/Design: FBC-2020/TPI-2019 -------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks-"----- PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Ueobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Reactions not shown: down < 400 and up < 150 TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 ---- Reaction Summary (plf) ----- Vert LL L/360 L/999(-0.00) 1- 3 Webs 2x4 SP (ALSC6-2013) #2 Jnt-Jnt React -Up- --Width- Vert DL L/120 L/999(-0.00) 1- 3 1- 4 71 59 3-08-19 Vert CR L/290 L/999(-0.00) 1- 3 Member Forces Summary Max Horiz = -64 / +123 at Joint 3 Horz LL 0.75in ( 0.01) @Jt 1 ..Mem... Ten Comp .CSI. Horz CR 1.25in ( 0.01) @Jt 1 TC 1- 2 58 248 0.36 Loads Summary 2-OH 0 4 0.00 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and BC 1- 3 437 86 0.31 live load occurring at (3-10-041 using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load 3- 9 71 53 0.12 factor. plus the creep component of deflection due to dead load, computed as Defl_L 4-0H 0 0 0.00 See Loadcase Report for loading combinations and additional details. + Web 2- 4 449 134 0.14 Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with h ANSI/TPI 1. Notes Valley Truss application only Bracing Data Summary Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ------------Bracing Data------------ Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown requirement to transfer unblocked diaphragm loads across those joints. Web Bracing -- None Plate offsets(X,Y): (None unless indicated below) Jnt2(0,00-09), Jnt4(0,-00-09) 00 \�IIIIIIiirrr7� No.69577 STATE OF s/FC ORIDP.•�`G�� COA#30 037/O4AL 11111%N\\` 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this Individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing indicates .�Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information 8:General 2021.1.0.67 Notes"page for additional Information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector 4 plates are 20 gauge,unless the specified plate size is followed by a"-18"which Indicates an 18 gauge plate,or•S#18",which Indicates a high tension 18 gauge plate. " EngDYHq: 2020r3RG1 Enq 00709-Overton-N Dixie HWY Qty 1 Truss: WE Customer: Donald Overton SID: 0001057452 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 5-1-2 I 5-1-2 5-2-8 10-3-10 1 2 3 6/12 4x4= -6/12 rn I 3x4l-r- �R4 N 2x3ii 5-1-2 I 5-1-2 5-2-8 10-3-10 1 4 5 6 3 10-2-3 Truss Weight = 32.1 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: LI Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B - 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R - Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.01) 6- 3 Webs 2x4 SP (ALSC6-2013) #2 1 08-13 186 152 10-02-03 Vert DL L/120 L/999(-0.00) 6- 3 3 9-08-03 186 152 10-02-03 Vert CR L/240 L/999(-0.01) 6- 3 Member Forces Summary Reactions not shown: down < 400 and up < 150 Horz LL 0.75in ( 0.01) @Jt 3 ...Mem... Ten Comp .CSI. ---- Reaction Summary (plf) ----- Horz CR 1.25in ( 0.01) @Jt 3 TC 1- 2 210 124 0.39 Jnt-Jnt React -Up- --Width- Vert CR and Horz CR are the vertical and 2- 3 210 124 0.39 1- 3 35 30 10-02-03 (reduced) horizontal deflections due to live load BC 1- 4 59 48 0.31 Max Horiz - -111 / +111 at Joint 5 3- 6 59 48 0.31 plus the creep component of deflection 4- 5 59 48 0.14 Loads Summary due to dead load, computed as Defl LL + 5- 6 59 48 0.14 This truss has been designed for the effects of an unbalanced top chord (Kcr - 1) x Defl_DL in accordance with Web 2- 5 480 231 0.08 live load occurring at (5-02-08] using a 1.00 Full and 0.00 Reduced load ANSI/TPI 1. factor. See Loadcase Report for loading combinations and additional details. Bracing Data Summary Dead Loads may be slope adjusted: > 12.0/12 ------------Bracing Data------------ Chords; continuous except where shown Notes Web Bracing -- None Valley Truss application only Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plate offsets(X,Y): Plates located at TC pitch breaks meet the prescriptive minimum size (None unless indicated below) requirement to transfer unblocked diaphragm loads across those joints. \\\��tillillf//7 .�`��..M�•BLOT'% o ENSF No.69577 STATE OF N�. / � ' 1. - �` 'o<OR1D P.•' N �i •......• \� COA#30003//OVAL-1`G\\\ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this Individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing Indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes'page for additional Information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in acoordance with ESR-2762.All connector W , plates are 20 gauge,unless the specified plate size is followed by a•48'which Indicates an 18 gauge plate,or'S#18',which indicates a high tension 18 gauge plate. - Enq Drwq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: V5E Customer: Donald Overton SID: . 0001,057453 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 3-1-2 3-1-2 i 3-2-8 z 6-3-10 3 6/12 3x4= -6/12 rn 3x4i:%� 3x4- I 2x3 it 3-1-2 3-1-2 i 3-2-8 4 6-3-10 3 6-2-3 Truss Weight 18.9 lb --------- --------- Code/Design: FBC-2020/TPI-2019 --Snow Load Specs---------- -Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BOLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 36.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Reactions not shown: down < 400 and up < 150 TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 ---- Reaction Summary (plf) ----- Vert LL L/360 L/999(-0.00) 1- 4 Webs 2x4 SP (ALSC6-2013) #2 Jnt-Jnt React -Up- --Width- Vert DL L/120 L/999(-0.00) 1- 4 1- 3 71 60 6-02-03 Vert CR L/240 L/999(-0.00) 1- 4 Member Forces Summary Max Horiz -54 / +54 at Joint 4 Horz LL 0.75in ( 0.00) @Jt 1 ...Mem... Ten Comp .CSI. Horz CR 1.25in ( 0.00) @Jt 1 TC 1- 2 149 64 0.16 Loads Summary 2- 3 149 64 0.16 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and BC 1- 4 35 23 0.10 live load occurring at [3-02-08) using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load 3- 4 35 23 0.10 factor. plus the creep component of deflection Web 2- 4 366 121 0.06 See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL + Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI)lx Defl_DL in accordance with Notes Valley Truss application only Bracing Data Summary Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ------------Bracing Data------------ Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown requirement to transfer unblocked diaphragm loads across those joints. Web Bracing -- None Plate offsets(X,Y): (None unless indicated below) 80 CjJ\�10CEN41 OTy� No.69577 Q STATE OF :• 4(/ ORIO C.) COA#30003////f l AI t►\\\\ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer.and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates ` 1, Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20.gauge,unless the specified plate size is followed by a'-18"which Indicates an 18 gauge plate,or'S#18•,which Indicates a high tension 18 gauge plate. EngDrwq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty: 18 Truss: J19 Customer: Donald Overton SID: 0001057454 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 3-6-4 3-6-4 2-4-0 5_10-4 9-4-8 1 2 3 4 6/12 2x3 r. 0 2x3n ' 4-3 3x4= X x 11 3x4// J k 2-0 2-4-0 I 7-0-8 2-4-0 9-4-8 1 5 6 9-4-8 Truss Weight 37.6 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chic: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) g2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) V2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.08) 5- 6 Webs 2x6 SP (ALSC6-2013) 82 5 2-04-000 497 222 08-00 01-08 SPF 425 Vert DL L/120 L/999(-0.02) 5- 6 2x4 SP (ALSC6-2013) N2 3-6 6 9-03-00 146 170 01-08 01-08 SPF 565 Vert CR L/240 L/833(-0.10) 5- 6 4 9-04-08 128 118 01-08 01-08 SPF 565 Horz LL 0.75in ( 0.05). @Jt 4 Member Forces Summary Max Horiz = -23 / +326 at Joint 5 Horz CR 1.25in ( 0.08) @Jt 4' ...Mem... Ten Comp .CSI. Cant CR 2L/240 2L/415(-0.12) 1- 5 TC 1- 2 19 212 0.46 Loads Summary 2- 3 164 246 0.49 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and 3- 4 57 158 0.39 live load occurring at (9-04-08] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load BC 1- 5 210 0 0.34 factor. plus the creep component of deflection 5- 6 218 615 0.39 See L Loads a Report for loading combinations and additional details. _due to dead load, computed as Defl LL + 6-ON 0 0 0.00 Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI)lx Defl_DL in accordance with Web 2- 5 658 378 0.08 3- 6 798 283 0.14 Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Bracing Data Summary Plates located at TC pitch breaks meet the prescriptive minimum size ------------Bracing Data------------ requirementto transfer unblocked diaphragm loads across those joints. Chords; continuous except where shown Web Bracing -- None Plate offsets(X,Y): (None unless indicated below) _ Jnt6(-00-03,-00-03) \��ttllllll//// B 0O ��., '�tCENS�c' •.5,� No.69577 _ d. O•'�'� STATE OF i� . '•.�COR10P,.•' �� COA#3 0030'~L 0` 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing Indicates ,�Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information 8.General , _ 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Me Company,Inc in accordance with ESR-2762.All connector p , plates are 20 gauge,unless the specified plate size Is followed by a'-18"which Indicates an 18 gauge plate,or•S#1 B',which indicates a high tension 18 gauge plate. EnaDrwq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty: 34 Truss: J18 Customer: Donald Overton SID: 0001057455 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 5-8-0 i2-4-0 Z 8-0-0 3 6/12 m 2x4 a 4-3 3x4= x 2 0 2-4-0 I 5-8-0 2_ _0 8-0-0 1 4 5 " 8-0-0 Truss Weight = 26.9 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes Td 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All 0thers(1.0) M.R.H(h) = 17.3 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(P£min): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 --------------Reaction Summary(Lbs)---------------- ert Lpan Limit Actual(in) Location V BC 2x4 SP (ALSC6-2013) N2 Jnt --X-LOC- React -Up- --Width- -Regd -Mat PSI Vert L L/360 L/999(-0.09) 9- 5 Webs 2x6 SP -(ALSC6-2013) 92 4 2-04-00 451 203 08-00 01-08 SPF 425 Vert DL L/120 L/999(-0.02) 4- 5 5 8-00-00 70 18 01-08 01-08 SPF 565 Vert CR L/240 L/999(-0.06) 4- 5 Member Forces Summary 3 8-00-00 172 213 01-08 01-08 SPF 565 Horz LL 0.75in ( 0.42) @Jt 3 ..Mem... Ten Comp .CSI. Max Horiz - -20 / +277 at Joint 4 Horz CR 1.25in ( 0.42) @Jt 3 TC 1- 2 231 784 0.29 - Cant CR 2L/240 2L/689( 0.07) 1- 4 2- 3 102 - 308 0.98 Loads Summary BC 1- 4 743 187 1.00 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and 4- 5 0 0 0.88 live load occurring at [8-00-001 using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load Web 2- 4 1046 410 0.13 factor. plus the creep component of deflection See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_L + Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance wit due h ANSI/TPI 1. Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Bracing Data Summary Plates located at TC pitch breaks meet the prescriptive minimum size ------------Bracing Data------------ requirementto transfer unblocked diaphragm loads across those joints. Chords; continuous except where shown . Web Bracing -- None Plate offsets(X,Y): (None unless indicated below) Jnt2(0,00-12), Jnt4(0,-00-12) \��lylllllf//2/ i � ocENSF' No.69577 0Q STATE OF COA#3 003��OA 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates . , Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General .2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector w plates are 20 gauge,unless the specified plate size Is followed by a'-18"which indicates an 18 gauge plate,or•S#18',which Indicates a high tension 18 gauge plate. EngDrwq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty 6 Truss: J18A Customer: Donald Overton SID: 0001057456 TID: 131228 Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 0 1-10-4 3-9-12 2-4- 22 02 4-2-4 8-0-0 1 2 3 4 6/12 3x4% n rn 0 t v 3x4, "' I v 4-3 3x4= 3x10 3x4= 3x4= 2x4 2-0-0 2-4-0 2-0-0 3-8-0 2-4-0 ( 4-4-0 i 8-0-0 1 5 6,7 8 .L J r 8-0-0 Truss Weight = 43.7 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L - 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 17.3 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf CSC End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) @2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) U2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.01) 7- 8 Webs 2x4 SP (ALSC6-2013) k2 5 2-04-00 447 197 08-00 01-08 SPF 425 Vert DL L/120 L/999(-0.01) 7- 8 2x6 SP (ALSC6-2013) N2 5-2 8 7-08-08 98 109 03-00 01-08 SPF 565 Vert CR L/240 L/999(-0.02) 7- 8 4 8-00-00 113 129 01-08 01-08 SPF 565 Horz LL 0.75in ( 0.04) @Jt 8 Member Forces Summary Max Horiz -20 / +277 at Joint 5 Horz CR 1.25in ( 0.04) @Jt 8 ...Mem... Ten Comp .CSI. Cant CR 2L/240 2L/999( 0.01) 1- 5 TC 1- 2 196 420 0.11 Loads Summary 2- 3 1163 377 0.54 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and 3- 4 65 188 0.50 live load occurring at (8-00-00] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load BC 1- 5 449 143 0.18 factor. plus the creep component of deflection 5- 6 13 39 0.09 See Loadcase Report for loading combinations and additional details due to dead load, computed as Defl LL + 7- 8 509 1601 0.13 Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with 8-OH 0 0 0.00 ANSI/TPI 1. Web 2- 5 846 286 0.10 Notes 2- 7 395 1120 0.10 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Bracing Data Summary 3- 7 58 316 0.12 Plates located at TC pitch breaks meet the prescriptive minimum size ------------Bracing Data------------ , 3- 8 1641 522 0.29 requirement to transfer unblocked diaphragm loads across those joints. Chords; continuous except where shown 5- 7 55 464 0.05 Web Bracing -- None 6- 7 32 2 0.08 Plate offsets(X,Y): (None unless indicated below) Jnt7(-01-12,-00-04), Jnt8(-01-02,00-03) \��1\IIIIIf//7/ 1300 ocENsF' No.69577 _ STATE.\`�, ' a. STATE OF " ORIOP. ' C , COA#3 003 �ONAL\\ \\\ 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this Individual truss Is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates .�Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Ile Company,Inc In accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gauge plate,or'S#18 which Indicates a high tension 18 gauge plate. - o EngDiwq: 202Or3RGT Env 06709-Overton-N Dixie HVVY Qty. a Truss: J16 Customer: Donald Overton SID: 0001057457 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 3-8-0 i 2-4-0 6-0-0 2 3 6/12 2x4rn v t 4-3 3x4= x 2-0� 2-4-0 3-8-0 2-4-0 6-0-0 1 4 5 �F 6-0-0 J Truss Weight = 21.2 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) 02 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999( 0.01) 4- 5 Webs 2x6 SP (ALSC6-2013) #2 4 2-04-00 392 174 08-00 01-08 SPF 425 Vert DL L/120 L/999( 0.00) 4- 5 5 6-00-00 32 13 01-08 01-08 SPF 565 Vert CR L/240 L/999( 0.01) 4- 5 Member Forces Summary 3 6-00-00 104 138 01-08 01-08 SPF 565 Horz LL 0.75in ( 0.14) @Jt 3 ..Mem... Ten Comp .CSI. Max Horiz - -15 / +206 at Joint 4 Horz CR 1.25in ( 0.15) @Jt 3 TC 1- 2 174 625 0.30 Cant CR 2L/240 2L/666(-0.07) 1- 4 2- 3 66 226 0.61 Loads Summary BC 1- 4 654 152 0.49 .This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and 4- 5 0 0 0.39 live load occurring at [6-00-00) using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load Web_ 2- 4 899 306 0.11 factor. plus the creep component of deflection See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_L + Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance witt h ANSI/TPI 1. Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Bracing Data Summary Plates located at TC pitch breaks meet the prescriptive minimum size ------------Bracing Data------------ requirementto transfer unblocked diaphragm loads across those joints. Chords; continuous except where shown Web Bracing -- None Plate offsets(X,Y): (None unless indicated below) Jnt2(0,00-09), Jnt4(0,-00-10) --- --- - . M. Bp ocENSF O�y� No.69577 _ •. -/V` r Q STATE OF �(/�� • F40RIDONAL P. ' \ COA#30003 111 f I I l 10 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this Individual truss Is based on design criteria and requirements supplied by "Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-18"which Indicates an 18 gauge plate,or'S#1 B",which Indicates a high tension 18 gauge plate. EnQDrwq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty: 1 Truss: J26D Custorier: Donald Overton SID: 0001057458 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 3-5-11 2-4-0 5-9-11 1 2 3 6/12 20 if t m 4-3 3x4= Z x J J F 2-0-0 2-4-0 3-5-11 2-4-0 5-9-11 1 4 5 J_ J 5-9-11 Truss Weight = 20.4 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead our Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No ' Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-20131 62 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999( 0.01) 4- 5 Webs 2x6 SP (ALSC6-2013) #2 4 2-04-00 388 172 08-00 01-08 SPF 425 Vert DL L/120 L/999( 0.00) 4- 5 5 5-09-11 27 13 01-08 01-08 SPF 565 Vert CR L/240 L/999( 0.01) 4- 5 Member Forces Summary 3 5-09-11 97 130 01-08 01-08 SPF 565 Horz LL 0.75in ( 0.12) @Jt 3 ..Mem... Ten Comp .CSI. Max Horiz = -14 / +200 at Joint 4 Horz CR 1.25in ( 0.14) @Jt 3 TC 1- 2 168 607 0.29 Cant CR 2L/240 2L/668(-0.07) 1- 4 2- 3 62 216 0.55 Loads Summary BC 1- 4 642 148 0.45 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and 4- 5 0 0 0.35 live load occurring at [5-09-11] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load Web 2- 4 887 298 0.11 factor. plus the creep component of deflection See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL + Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Bracing Data Summary Plates located at TC pitch breaks meet the prescriptive minimum size ------------Bracing Data------------ requirementto transfer unblocked diaphragm loads across those joints. Chords; continuous except where shown Web Bracing -- None Plate offsets(X,Y): (None unless indicated below) Jnt4(0,-00-10) \III1111//�� 0 M. 130 OTis,� No.69577 STATE OF <V` FCORION \� COA#3D 03��lOj INAL 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing indicates Trues Studio v acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes*page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size Is followed by a'-18"which indicates an 18 gauge plate,or•Sp 18•,which indicates a high tension 18 gauge plate. - -a EngDrrq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty: 13 Truss: J26 Customer: Donald Overton SID: 0001057459 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 3-7-11 2-4-0--( 5-11-11 1 2 3 6/12 2x4 v I 4-3 3x4= x .I J 2-0-0 2-4-0 3-7-11 2-4-0 5-11-11 1 4 5 F 5-11-11 Truss Weight = 21.1 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks...... PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BOLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC - 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) A2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999( 0.01) 4- 5 Webs 2x6 SP (ALSC6-2013) #2 4 2-04-00 392 174 08-00 01-08 SPF 425 Vert DL L/120 L/999( 0.00) 4- 5 5 5-11-11 31 13 01-08 01-08 SPF 565 Vert CR L/240 L/999( 0.01) 4- 5 Member Forces Summary 3 5-11-11 103 137 01-08 01-08 SPF 565 Horz LL 0.75in ( 0.13) @Jt 3 Hor. ..Mem... Ten Comp .CSI. Max Horiz = -15 / +206 at Joint 4 Cant CR 1.25in ( 0.15) @Jt 3 TC 1- 2 173 622 0:30 Cant CA 2L/290 2L/666(-0.07) 1- 9 2- 3 65 224 0.60 Loads Summary BC 1- 4 653 151 0.49 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and 4- 5 0 0 0.39 live load occurring at (5-11-111 using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load plus the creep component of deflection Web 2- 9 897 305 0.11 factor. due to dead load, computed as Defl LL + See Loadcase Report for loading combinations and additional details. _ Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with ANSI/T PI 1. Notes 'Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Bracing Data Summary Plates located at TC pitch breaks meet the prescriptive minimum size ------------Bracing Data------------ requirementto transfer unblocked diaphragm loads across those joints. Chords; continuous except where shown Web Bracing -- None Plate offsets(X,Y): (None unless indicated below) Jnt2(0,00-09), Jnt4(0,-00-10) �.\CENSF �S'� No.69577 -_ : *- STATE OF �(/ /�SS.FCORIDP. COA#3 003//ONAL filOW\`` 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this Individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing Indicates VIP, Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc In accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a'-18•which indicates an 18 gauge plate,or•S#18',which indicates a high tension 18 gauge plate. - EngDcrq: 2020r3RGT Enq 00709-Overton-N Dixie HWY Qty: 1s Truss: J24 Customer: Donald Overton SID: 0001057460 TID: 131228 Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 2-4-0 1-7-11 1 2-4-0 13-11-11r 1 2 3 40# 6/12 3x4 I 4-3 3x4= N Lill III 2x4 2x3 J J F 2-0-0 2-4-0 1-7-11, 2-4-0 13-11-11 1 4 5 J J 3-11-11 -r Truss Weight = 18.1 1b Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A 'Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: No Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary. Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Reaction Summar (Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x9 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999( 0.00) 4- 5 Webs 2x6 SP (ALSC6-2013) #2 Vert DL L/120 L/999( 0.00) 4- 5 2x4 SP (ALSC6-2013) #2 2-5 9 3-10-03 990 174 08-08 01-08 SPF 565 Vert CR L/240 L/999( 0.00) 4- 5 5 3-10-03 90 174 01-08 O1-OS SPF 565 3 3-11-11 43 42 01-08 01-08 SPF 565 Horz LL 0.75in ( 0.00) @Jt 3 Member Forces Summary Max Horiz = -10 / +135 at Joint 4 Horz CR 1.25in ( 0.00) @Jt 3 ..Mem... Ten Comp .CSI. Cant CR 2L/240 2L/999(-0.01) 1- 4 TC 1- 2 272 568 0.26 Loads Summary 2- 3 19 88 0.26 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and BC 1- 4 620 211 0.28 live load occurring at [3-11-11] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load 4- 5 149 211 0.15 factor. plus the creep component of deflection 5-OH 0 0 0.00 See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl LL + Web 2- 4 912 439 0.11 Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with 2- 5 270 191 0.06 Loads based on maximum and minimum reactions from tie-in spans ANSI/TPI 1. Domain Max Min Location Dir Description Bracing Data Summary User loads: 9 TC 40 -28 01-00 Vert User-Defined @ 90 Deg ------------Bracing Data------------ Chords; continuous except where shown Notes Web Bracing -- None Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size Plate offsets(X,Y)• requirement to transfer unblocked diaphragm loads across those joints. (None unless indicated below) Jnt4(0,-00-10) \\1111111111111// J��..M.SoOT'� ��(/.• �LICENSE' •.�S� No.69577 _ �. ' 1. STATE OF ' I ` FZO N RIDP.•'' 0NAL E? OA#30003 11111111/ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this Individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing Indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Tle Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size Is followed by a•-18•which Indicates an 18 gauge plate,or'S#18•,which indicates a high tension 18 gauge plate. EngDx q: 2020r3RGT Eno 00709-Overton-N Dixie ENVY Oty: 18 Truss: J22 Customer: Donald Overton SID: 000M57461 TID: 131228 , Date: 07/16/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 1-11-11 1 2 6/12 4-3 3x4= 1 1-11- 1-11-11 1 3 Truss Weight = 6.3 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) - N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 17.3 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC - 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 1- 3 1 0 78 66 01-08 01-08 SPF 565 Vert DL L/120 L/999(-0.00) 1- 3 Member Forces Summary 3 1-11-11 29 8 01-08 01-08 SPF 565 Vert CR L/240 L/999(-0.00) 1- 3 ..Mem... Ten Comp .CSI. 2 1-11-11 58 31 01-08 01-08 SPF 565 Horz LL 0.75in ( 0.00) @ 1 TC 1- 2 161 45 0.19 Max Horiz = -4 / +64 at Joint 2 Horz CR 1.25in ( 0.00) @it t 1 BC 1- 3 0 0 0.13 Loads Summary Vert CR and Horz CR are the vertical and This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load live load occurring at [1-11-11] using a 1.00 Full and 0.00 Reduced load plus the'creep component of deflection factor. due to dead load, computed as Defl_LL + See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI 1. Notes Bracing Data Summary Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ------------Bracing Data------------ Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown requirement to transfer unblocked diaphragm loads across those joints. Web Bracing -- None Plate offsets(X,Y): (None unless indicated below) \V\OENSFe No.69577 -_ Q STATE OF �(/ T COA#3 003 IQZOR NAL 1111 \` \`��\` 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this individual truss Is based on design criteda and requirements supplied by "Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing Indicates �Trues Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General Notes•page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector �,2021*1,1*17 plates are 20 gauge,unless the specified plate size Is followed by a•-18"which indicates an 18 gauge plate,or•S#18',which Indicates a high tension 18 gauge plate. EngDLq: 2020r3RGT Enq 00709-Overton-N Dixie HWY Qty- 7 Truss: J38 Customer: Donald Overton SID: 0001057462 TID: 131228 v Date: 07/19/21 Truss Mfr.Contact:Rick Mills Page: 1 of 1 3-3-4 3-2-12 4-9-0 3-3-4 I 6-6-0 I 11-3-0 1 2 3 -1354 4 59# 43# -135# 8?# 5�# 4�# 4.24/12 3x4 v 2x3ii m v 4-3 3x4= 2x3n 2x3ii 2x3-- -174# 2-10-0 2 # -174# 18# 20# 18# 3-3-4 3-2-12 4-9-0 3-3-4 I 6-6-0 1 11-3-0 1 5 6 7 r 11-3-0 Truss Weight = 46.6 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dux Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: No Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC = 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.07) 6- 7 Webs 2x4 SP (ALSC6-2013) 42 Vert DL L/120 L/999(-0.04) 6- 7 2x8 SP (ALSC6-2013) #2 5-2 5 3-01-08 148 160 10-08 01-08 SPF 565 Vert CR L/240 L/869(-0.11) 6= 7 7 11-01-08 148 160 01-08 01-08 SPF 565 4 11-03-00 91 ill 01-08 01-08 SPF 565 Horz LL 0.75in ( 0.06) @Jt 4 Member Forces Summary Max Horiz = 0 / +0 at Joint 5 Horz CR 1.25in ( 0.09) @Jt 4 ...Mem... Ten Comp .CSI. Cant CR 2L/240 2L/421(-0.16) 1- 5 TC 1- 2 434 308 0.53 Loads Summary 2- 3 362 288 0.50 Corner Girder designed to carry: Vert CR and Horz CR are the vertical and 3- 4 57 47 0.64 CornerJacks Side SB End SB Cant(S) Cant(E) horizontal deflections due to live load BC 1- 5 278 344 0.47 Open Auto Auto 0 0 plus the creep component of deflection 5- 6 278 344 0.49 due to dead load, computed as Defl LL + 6- 7 278 344 0.40 Loads based on maximum and minimum reactions from tie-in spans (Kcr - 1) x Defl_DL in accordance with 7-OH 0 0 0.00 Domain Max Min Location Dir Description ANSI/TPI 1. Web 2- 5 256 339 0.02 User loads: 3- 6 169 325 0.04 TC 80 -55 01-00 Vert User-Defined @ 90 Deg Bracing Data Summary 3- 7 386 311 0.13 Transfer loads: ----=-------Bracing Data------------ TC 59 -30 2-10-04 Vert J22 @ 135 Deg Chords; continuous except where shown TC 59 -30 2-10-04 Vert J22 @ -135 Deg Web Bracing -- None TC 43 -42 5-08-03 Vert J24 @ 135 Deg TC 43 -42 5-08-03 Vert J24 @ -135 Deg Plate offsets(X,Y): TC 103 -135 8-06-02 Vert J26 @ 135 Deg (None unless indicated below) TC 103 -135 8-06-02 Vert J26 @ -135 Deg BC 20 -10 2-10-04 Vert J22 @ 135 Deg BC 20 -10 2-10-04 Vert J22 @ -135 Deg BC 90 -174 5-08-03 Vert J24 @ 135 Deg BC 90 -174 5-08-03 Vert J24 @ -135 Deg BC 18 -17 8-06-02 Vert J26 @ 135 Deg BC 18 -17 8-06-02 Vert J26 @ -135 Deg Distributed Loads (plf) - Based on Live Load Domain -00 0 0 00 0.00 ain ad Uplift Star 7 Uplift 2 00-00 Vert Standard \\\\\ TC 70.0 -59 2-00-00 -0.0 0 4-00-01 Vert Standard \ `�\�`,.••••3O 0 TC 4.4 -4 0 4.4 -4 11-03-00 Vert Standard \` V tCE N,p BC 0.6 0 0 0.6 0 11-03-00 Vert Standard �/ \' , ••�' ! i This truss has been designed for the effects of an unbalanced top chord �: •'.� live load occurring at [11-03-00] using a 1.00 Full and 0.00 Reduced load No.69577 factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees •,4. Plates located at TC pitch breaks meet the prescriptive minimum size Q STATE OF requirement to transfer unblocked diaphragm loads across those joints. •• F(pR1O P••'•/w� �\ V\\ coA#a o03s10NAL 7/19/2021 NOTICE A copy of this design shall be fumished to the erection contractor.The design of this Individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information 8 General 2021.1.0.67 Notes'page for additional Information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector , plates are 20 gauge,unless the specified plate size Is followed by a'-18"which Indicates an 18 gauge plate,or'S#18",which indicates a high tension 18 gauge plate. EngDIWq: 202Or3RGT Enq 00709-Overton-N Dixie HWY Qty: 2 Truss: J36 Customer: Donald Overton SID: 0004,057463 TID: 131228 Date: 07/16/21 ` Truss Mfr.Contact:Rick Mills Page: 1 of 1 3-3-4 5-1-13 3-3-4 8-5-1 1 2 3 59# 43# 8q# 5?# 41# 4.24/12 3x4- I m 4-3 3x4= m 2x311 3x4- t -174# 2-10-0 # -174# 20# 3-3-4 1 5-1-13 3-3-4 8-5-1 1 4 5 8-5-1 Truss Weight = 35.3 lb Code/Design: FBC-2020/TPI-2014 -----------Snow Load Specs---------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 165 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: D Risk Cat: II Exposure Cat: D 20 psf BC Limited Storage: Yes BC 0.0 5.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 67.3 ft B = 63.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 17.3 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: No Low-Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC - 3.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R = Yes Fab Tolerance: 20% Creep (Kcr) 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 6-03-10 Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2.4 SP (ALSC6-2013) #2 Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/732( 0.08) 4- 5 Webs 2x8 SP (ALSC6-2013) #2 4 3-03-04 480 367 10-09 01-08 SPF 425 Vert DL L/120 L/835( 0.07) 4- 5 2x4 SP (ALSC6-2013) #2 2-5 5 8-01-09 152 264 01-08 01-08 SPF 565 Vert CR L/240 L/390( 0.15) 4- 5 3 8-05-01 32 30 01-08 01-08 SPF 565 Horz LL 0.75in ( 0.00) @Jt 3 Member Forces Summary Max Horiz = 0 / +0 at Joint 4 Horz CR 1.25in ( 0.01) @Jt 3 ...Mem... Ten Comp .CSI. Cant CR 2L/240 2L/999(-0.05) 1- 4 TC 1- 2 610 356 0.36 Loads Summary 2- 3 25 29 0.25 Corner Girder designed to carry: Vert CR and Horz CR are the vertical and BC 1- 4 321 507 0.47 CornerJacks Side SB End SB Cant(S) Cant(E) horizontal deflections due to live load 4- 5 320 507 0.91 Open Auto Auto 0 0 .plus the creep component of deflection 5-OH 0 0 0.00 due to dead load, computed as Defl LL + Web 2- 4 357 566 0.03 Loads based on maximum and minimum reactions from tie-in spans (Kcr - 1) x Defl_DL in accordance with 2- 5 522 330 0.14 Domain Max Min Location Dir Description ANSI/TPI 1. User loads: TC 80 -55 01-00 Vert User-Defined @ 90 Deg Bracing Data Summary Transfer loads: ------------Bracing Data------------ TC 59 -30 2-10-04 Vert J22 @ 135 Deg Chords; continuous except where shown TC 59 -30 2-10-04 Vert J22 @ -135 Deg Web Bracing -- None TC 43 -42 5-08-03 Vert J24 @ 135 Deg TC 43 -42 5-08-03 Vert J24 @ -135 Deg Plate offsets(X,Y): BC 20 -10 2-10-04 Vert J22 @ 135 Deg (None unless indicated below) BC 20 -10 2-10-04 Vert J22 @ -135 Deg Jnt5(-01-03,00-04) BC 90 -174 5-08-03 Vert J24 @ 135 Deg BC 90 -174 5-08-03 Vert J24 @ -135 Deg Distributed Loads (plf) - Based on Live Load Domain Load Uplift Start Load Uplift End Dir Description TC -0.0 0 0 70.0 -59 2-00-00 Vert Standard TC 70.0 -59 2-00-00 -0.0 0 4-00-01 Vert Standard TC 4.4 -4 0 4.4 -4 8-05-01 Vert Standard `` \IIIIIIII//// // BC 0.6 0 0 0.6 0 8-05-01 Vert Standard \ / This truss.has been designed for the effects of an unbalanced top chord \ ` M, B //// live load occurring at [8-05-011 using a 1.00 Full and 0.00 Reduced load �� `�\_ ..••....00� factor. V .•'�,%GEN$F y i See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 ��• ;` i Notes No.69577 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size 7C 7C requirement to transfer unblocked diaphragm loads across those joints. �F &ISTATE O 40 RID COA#30003//I/NAB 11\\\\ 7/19/2021 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this Individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing Indicates ,�Trues Studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information 8.General 2021.1.0.67 Notes'page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector r plates are 20 gauge,unless the specified plate size Is followed by a'-18•which Indicates an 18 gauge plate,or'S#18',which Indicates a high tension 18 gauge plate. - EngDrwq: 202Or3RGT Enq PIGGYBACK TRUSS CONNECTION DETAIL TD-CPS-0001 D o ® Date:09/04/2014 Rev:D Pg.1 of 1 This detail provides minimum connection requirements between a cap truss and a base truss of a piggyback assembly for assemblies that meet the following conditions and Cap Truss End \ Cap Trusses design requirements: Connections perk. •the cap truss has continuous bearing or bearings at 2'o.c.max.; Table 1 •the cap truss contains vertical web members at 4'o.c.max; •the cap trusses are spaced no greater than 24"o.c.; •the pitch does not exceed 12/12; - •the cap truss span does not exceed 36'; •the cap truss is not a mono truss; •the cap truss supports no point loads or drag loads(see detail TD-CPS-0002 for drag load connection requirements) I ` Cap Truss Bottom Chord Design Requirements: � Max.Wind Speed:140 mph(nominal) Load Duration Factor:1.6 Connections per Table 2 — Max.Mean Roof Height:30' Lumber:SPF or Better Exp.Category:B or C (Min.SG=0.42) Base Trusses TABLE 1 -Connection Requirements At Each End of Cap Truss(One Face Only) Cap Truss Max.Wind Speed Cap Truss Bo Span (mph) End Connection Options Fasteners ttom Chord ttom Nominal Ultimate 100 125 Sheathing-See Note 2 — Flat 2x4 Puriins @ End Connection per Up to 18' 140 180 4'2x Scab 16-10d nails � 24"o.c.(Max) Table 1 (Typical Each LSTA18 or CS20 Strap 14-10dx1.5 nails End) 120 150 4'2x Scab 16-10d nails 130 160 LSTA18 or CS20 Strap 14-10dxl.5 nails 36'or Less 24-10d nails Base Truss Cap Truss BC Connection 140 180 6'2x Scab 10-SDS 1/4x3 per Table 2 LSTA30 or CS 18 Strap 20-10dx1.5 See footnotes below Figure 1 -Typical Piggyback Assembly with 1 1/2" TABLE 2-Connection Requirements Along Cap Truss Bottom Chord Gap Between Cap and Base Max.Wind Speed Condition (mph) Connection Options Along BC Fasteners Cap Truss BC Connection Nominal Ultimate er Table 2 Nails into purlins installed on base truss Purlin-to-Base:2-10d nails(ea purlin) at 24"o.c.(max) Cap-to-purlin:2-10d toe-nails(ea purlin) End Connection With 1.5" er Table 1 Gap(See 140 180 (3)TV"x7/16"Plywood/OSB Gussets 6-6d nails per Gusset(see note 1) U (Typical Ea End) Fig 1) (each face) r (3)LTP5 Framing Angles(one face) 8-8dxl.5 nails per LTP5(see note 1) J. ({ w 130 160 (2)LTP4 Framing Angles(one face) 12-8dxl.5 nails per LTP4(see note 1) No Gap Toe-Nails @ 24"o.c. 2-10d toe-nails along BC @ 24"o.c. (See (3)7 V'V/16"Plywood/OSB Gussets Fig 2) 140 180 (each face) 6-6d nails per Gusset(see note 1) (3)LTP4 Framing Angles(one face) 12-8dxl.5 nails per LTP4(see note 1) 1. Where noted,install half of the specified fasteners in each member being connected. 2. An additional end connection is not required for wind speeds up to 100 mph(nominal)and cap truss spans up to 18'if the sheathing is continuous and extends at least 12"beyond the intersection. Figure 2-Typical Piggyback Assembly with 3. When using(2)connectors along the cap truss BC,install one at each end of the bottom chord;when using(3) No Gap Between Cap and Base connectors,install one on each end and one in the center of the bottom chord. 4. NAILS:10d=0.148"dia.x3"longg,10dxl.5=0.148"dia.xl%"long, 8dx1.5=0.131"dia.x1%"long,6d=0.113"dia.x2"long `� Bracing for the Base Truss Flat Top Chord in a Piggyback Assembly ��` M' 80 The flat top chords of the supporting base trusses must be adequately �<1\�\�.• O,.�� braced to prevent them from buckling out from under the cap trusses. ENSF' •.�. �� One option for accomplishing this is with flat 2x4 purlins in combination with diagonal bracing that gets repeated at max.10'intervals. Other — No.69577 methods may be required as specified in the Construction Documents. See SCSI-B3 for additional information. _ — Base Trusses �� — `. STATE OF !(� .!�CO RID P. ' G�� coA#3 oo3s��NAL 7/19/2021 This detail is to be used only for the application and conditions indicated herein,and its suitability for any particular truss/project shall be verified(by others). This detail is not intended to Simpson Strong-Tie Company supersede any project-specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s)accompanying this detail for specific truss design information.Simpson Strong-Tie Inc.is not responsible for any deviations from this design. PIGGYBACK TRUSS CONNECTION DETAIL TD-CPS-000 . .o WITH DRAG LOADS r Date:09/04/2014 1 Rev: Pg.1 of 1 This detail provides minimum connection requirements between a cap truss and a Cap truss end base truss of a piggyback assembly to resist drag loads.This detail applies to connections per Cap Trusses assemblies that meet the following conditions and design requirements: Table 1 •the cap truss has continuous bearing or bearings at 2'o.c.max.; •the cap truss contains vertical web members at 4'o.c.max; •the cap trusses are spaced no greater than 24"o.c.; •the pitch does not exceed 12/12; �~ •the cap truss span does not exceed 36; •the cap truss is not a mono truss.; Design Requirements: Load Duration Factor: 1.6 Cap truss bottom chord Lumber:SPF or Better(Min.SG=0.42) connection type and spacing per Table 2 See also TD-CPS-0001 D for connection requirements for wind loads.The piggyback - connections must satisfy both the drag load and wind load requirements. Base Trusses Table 1 -Maximum Cap Truss Span Based on Cap Truss End Connections Cap Truss Bottom End Connection Type Chord(BC) ' Max. LSTA18 or 4'2x Scab 6'2x Scab LSTA30 or 6'2x Scab x' Drag CS20 with with with CS18 with with End Connection per Flat 2x4 Purlins Load 14-10dx1.5 16-10d 10-SDS114x3 20-10dx1.5 24-10d Table 1 (Typical Each (plf) One,: Both One. Both "One Both :One,., Both One Both End) , 24"o.c.(Max) Face. Faces -:Face; Faces aFcce' Faces Face' Faces ;Face` Faces 100 18.' 36' 24' 36' 24', 36' 24. 36' �.36' 36' 200 9',`= 18' 12 �:� 24 �;12?;a 24' 4,1'2':o 24 :18' 36' Base AF 400 "r- 9' 12' 12 12' 9' " 18' Truss Connection 600 -° — :;— _ g. 9, _. ', 12' Affo.c.spacing Cap Truss BC 700 per Table 2 Connection per 1.Install half of the specified fasteners in each member being connected. I�XTable 2 2.NAILS:10d=0.148"dia.x 3"long,10d A.5=0.148"dia.xl''/V long. Figure 1 - Typical Piggyback Assembly with 1 1/2" Table 2-Maximum On-Center Spacing of Connections Along Cap Truss BC Gap Between Cap and Base Connection Type Cap Truss BC Connection 1.5"Gap Between Cap&Base Truss - No Gap'Between;Cap Base'Truss' Per Table 2 Max. See Figure 1 See Fi ure 2 ( 9 ) (., 9 ) :�.. Drag � End Connection Load 2-10d Toe- 7"x7"x7/16" 2 7-x7 x7/16 � per Table 1 LTP5 with 10d LTP4 with°.�' (plf) nails into Plywood/OSB Plywood/OSB a (Typical Ea End) 8-8dx1.5 Toe 12-8dx15'• Purlins on1 with 6-6d3 (ea face)" nails with 6-6I3 e)(ea fac 2'' i Base Truss (ea face) (ea face) 100 2'o.c. T-6"O.C. 6'o.c. 2'o c 3-61 o:d: "9 o.c. 200 — 2'o.c. 3'o.c. w [o fi 400 -- 1'o.c. 1'-6"o.c. �,.'. ., 700 — — 1'o.c. 1'-6"o.c. _ 1.Purlins must be fastened to the base truss(at 24"o.c.max)with min.2-10d nails(each purlin). 2.Install half of the specified fasteners in each member being connected. 3.Connections shall be staggered on the opposite face. Figure 2-Typical Piggyback Assembly with No 4.NAILS:10d=0.148"dia.x 3"long,8clA.5=0.131"dia.x 1'/2"long,6d=0.113"dia.x 2"long. Gap Between Cap and Base Bracing for the Base Truss Flat Top Chord in a Piggyback Assembly \\t t t I I I I I►//�� The flat top chords of the supporting base trusses must be adequately �� M Bp braced to prevent them from buckling out from under the cap trusses. �� \�.•• OT �i One option for accomplishing this is with flat 2x4 purlins in combination �,,• '�,%CENs, • '•,y % with diagonal bracing that gets repeated at max. 10'intervals. Other methods may be required as specified in the Construction Documents. No.69577 See BCSI-B3 for additional information. Base Trusses STATE OF CC O \�� A COA#30003 ///I~11\�1\` 7/19/2021 This detail is to be used only for the application and conditions indicated herein,and its suitability for any particular truss/project shall be verified(by others). This detail is not intended to Simpson Strong-Tie Company supersede any project-specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s)accompanying this detail for specific truss design information.Simpson Strong-Tie Inc.is not responsible for any deviations from this design. Z= INDIVIDUAL WEB REINFORCEMENT DETAIL D-WEBREINFORCE J ® Date:06/11/2014 Rev:A Pg.1 of 1 NOTES: 1. This detail provides web reinforcement options that may be used as an alternative to continuous lateral restraint(CLR)when installing CLRs in combination with diagonal bracing is not practical or desired. 2. Refer to the truss design drawing for web lateral restraint requirements. A 2�3 on the truss design drawing indicates that continuous lateral restraint is Web required at the locations shown (either at the midpoint or 1/3-points of the web JMember' member). Refer to the tables below for acceptable web reinforcement options Typ•) that may be used in place of one or two rows of CLR. , 3. This detail may not be used to substitute CLRs for T-, L-, I-or scab reinforcements that are specified on the truss design drawing. 4. T-, L-, I-and scab web reinforcements must be the same or better species and Add member to grade of the web member as indicated on the truss design drawing. both edges for —_7 5. All reinforcements must extend to within 6"of each end of the web member. I-Reinforcement 6. This detail does not apply to single-ply webs that exceed 14'in length. T-Reinforcement (I-Reinforcement similar) 1 Row of CLR @ 2 Rows of CLRs Web Mid-point @ Web 1/3 points WEB REINFORCEMENT OPTIONS FOR SINGLE-PLY TRUSSES' Specified Acceptable Web Reinforcement Web Member Web- Substitutions-Type&Size Reinforcement-to-Web Lateral Member Connection Restraint Size Requirements (CLRs) T- L- Scab I- I2x4 2x4 2x4 2x4 -- Row @ Mid-point 2x6 2x6 2x6 2x6 — L-Reinforcement 2x8 2x8 2x8 2x8 — 16d gun nails 2x4 2-2x4 @ 6"on-center 2 Row @ 1/3 2x6 No substitutions allowed 2-2x6 -points 2x8 2-2x8 WEB REINFORCEMENT OPTIONS FOR 2-PLY TRUSSES' Specified Acceptable Web Reinforcement Web Member Web Substitutions-Type&Size Reinforcement-to-Web Lateral Member Connection Restraint Size Requirements (CLRs) T- L- Scab I- 2x4 2x4 2x4 --- -- 1 Row in Mid-point 2x6 2x6 2x6 — -- 2x8 2x8 2x8 -- --- 16d gun nails 2x4 2-2x4 @ 6"on-center Scab Reinforcement 1/3-points Row @ 2x6 No substitutions allowed 2-2x6 2x8 2-2x8 1.The maximum allowable web length for single-ply trusses is 14'. t i I t►f 2. For 2-ply trusses,the reinforcement must be nailed to both plies of the web with ��J�� M.BOO�.��% the nailing pattern specified in the table. �� !` • 'oCENSF 3. For the scab reinforcement,2 rows of 10d gun nails @ 6"o.c may be used in place ' f� of 16d gun nails for attaching the reinforcement to the web. No.69577 4. For I-reinforcement, attach each 2x_member to opposite edges of the web using the nailing pattern specified in the table. Nail Dimension STATEOF 16d =3.5"x0.131" �T F< P•. ' 10d =3"x 0.120" ��5' •., OR►O G\`� COA#30003 i/Oj 7/19/2021 This detail is to be used only for the application and conditions indicated herein,and its suitability for any particular truss/project shall be verified(by others). This detail is not intended to Simpson Strong-Tie Company supersede any project-specific details provided in the construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s)accompanying this detail for specific truss design information.Simpson Strong-Tie Inc.is not responsible for any deviations from this design. LATERAL RESTRAINT & DIAGONAL BRACING DETAILS FOR D WEBCLRBRA,,,CE WEB MEMBERS ® Date:05/24/2021 Rev:A Pg.1 of 1 1 row of CLR This detail provides information for laterally restraining and bracing @ mid-points web members to prevent lateral buckling using continuous lateral restraints(CLRs)in combination with diagonal bracing. In addition to 2 rows of CLR the CLRs indicated on the truss design drawing,diagonal bracing @ 1/3-points must be installed as indicated in this detail and BSCI-133. See WEBREINFORCE for web reinforcement options that may be used as an alternative to this detail when installing CLRs and diagonal bracing is not practical or desired. Properly attached full-length sheathing satisfies(may replace)any bracing requirements specified for end vertical webs. Refer to the Construction Documents for additional bracing requirements. For trusses with spacing greater than 2'o.c., refer to BCSI-1310. WEB MEMBERS WITH LATERAL RESTRAINT Install 2x4 diagonal bracing at each end and at every 20'along the length of the CLRs.See Diagonal Bracing Details 2&3. DMin.2x4x12'CLRs installed on web members where Section A-A indicated on the truss design drawing. Attach CLRs to each Web web with min.2-10d nails CLR splice <_20'between CLR diagonal braces ZI Min.2'-long 2x scab block centered over the CLR splice and web. Attach to CLR with min.8-10d nails Note: Not all truss Overlap ends of CLRs at least one truss on each side of splice. members shown for clarity. spacing or use splice detail (see Detail 1) Detail 1 -CLR Splice For webs with one row of CLRs, diagonal bracing shall be For webs with 2 rows of CLRs,diagonal bracing shall be installed using Option 2A or 2B.Attach diagonal braces to installed using Option 3A or 3B.Attach diagonal braces to each truss with min.2-10d nails. each truss with min.2-10d nails. < 5° <45° 45 — < 5° Option 3A Option 2A Option 213 Option 313 Detail 2 -Diagonal Bracing for 1 Row of CLRs Detail 37 Diagonal Bracing for 2 Rows of CLRs `\\\\\ttltfr�ii Nail Dimensions: 10d=3"x 0.128" \,\CENSF' DETAIL LIMITATIONS: No.69577 _ 1. Restraint and Bracing Material min.2x4 stress graded lumber. _ 'O 2.This detail does not address permanent building stability bracing � �~• to resist lateral forces acting on the building. STATE OF lV� 3.This detail shall not supersede any project-specific truss member % ' .�ZORIDP. permanent bracing design for the roof framing structural system. ��'SS�ONAL �� 4.This detail is not applicable for trusses with spacing greater than COA#30003�//f f 1 11 1 t\\\\ 2'o.c. 7/19/2021 This detail is to be used only for the application and conditions indicated herein,and its suitability for any particular truss/project shall be verified(by others). This detail is not intended to Simpson Strong-Tie Company supersede any project-specific details provided in the Construction Documents.Truss configurations shown are for illustration only. Refer to the truss design drawing(s)accompanying this detail for specific truss design information.Simpson Strong-Tie Inc.is not responsible for any'deviafons from this design.