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PSL fl2U'AtB ..Ia—: PAT Project 0 W7673 (D 0 (D 29 0" 24' 8" 2' 0" 5' 0" 16' 0" 24' 0" 5' 0" ]2' 0" 1. 13' 4" 7' 0" 8.10.. 21' 6" Hatch Legend 10'-0" AFF �12'-0" AFF rfr rr r rf F STEP 0 HANGER SCHEDULE I QUA A THD26 8 �L r ..• syu me e>ne ammmt atErowid�a wt rre ment b.a re,IMd 1ba trw pamnmt a,�nn b ibeMbeq aM wF peementrid: de fa0awn6fmn4 nrW inLEulw LnXetl � N Thadkmbrepunrmlamw:lgltw�wagol bdv:vWrwdmMkd mrmrindeagn. hbdauvn,v�ddwdWFb b'%bhm, mamrtd,m wmdebyirovrMfmmbadquam pmmnea W umatls egplbi 6ae tle dent wBl be It Ne denYf <�eme. el Re�OiM^a'.IMd.ntaelrowleeynlmtaelmadeJ,lnolrnu rondm Webw pkmRntdapun mvebwurterb rle deai5noder!.pedlkdbatlsi»y{r:pdeipn.en®mv al remrd. and bd aM Wk 6pOd nb rtpioemadc C) Hbdouanmd RlMm O:eap.weEbm{4mnentdb®aa mint Eeredmed[otMrrm+ muwbawer bebrthbwdm nM hlmyW iwmdrdukd Ilblfie e&nhrealvdiEi4Ym amdma tr dr0.ay dak. and ew tmai mawkem:ee. l M rpent aN d pnf da • w bed kutlm for dafwrTrwhkS rmrtbaaeahk.ket,mdderoerwbrulartl GblG in4uol Wyeusmawa ho dd.ad'm Ve 4vaaadslde buE'm mddrabdivavL fmandbaMGnboldemmea p biowFgSbn{htln lwlpomiblgor Na rlkrt B.] hnbhlbnb bama:B61x®lBudMdemgmuem s�.�kgmFrmamnl Yrrcb{Tpl �tlehes aEaatrbMedrdenlu�inylnabyulyaM EndKbuxv TampeaaryaM(w pmwronllaadndaMEbapkgbrtiNuped Fdw Wbpalap, hw.aaba!IhebaWm b prermtmbtlmaM providebbrlr aubWlybamwdapewMtMre4uvarcnbapdikdmbe 4pnatrueron dpwnemalp WebWd"daMmtbehtlFAdua!lruvdNeidnwFp. 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PIDA jFF ac.. p- SF Hn4 M.17 Yeah HaL :1Y M 7.10 TP11-x014 EnWWrce Fedor :II CBC Exbvea : E JpeM MYyFRS Frey : E 1.W DIM xx4 Spsiry xP 4&IV BLOCK xP veep rarer tanwcen rope 4mpen by muae xP oL EY .Oen . Cdd apxa Mpr Wawa wend pumareea Md Apprwed by. Desired defivery date: Approval Date; mrd: Cummings Custom Homes .rpka: CHAMPAGNA MODEL bddnn: ®lmaaroLd: nvB.Pa Project • 507673 0 co O CD M fV 50' 8" 26' 0" 13' 4" T_8' 19, 21' 6" I 5019, m ENTRY TRUSS END DETAIL SQUARE CUT OVERHANG 12 7F a fine HEEL HEIGHT • 12 T.Ofd. 2 TRUSS END DETAIL SQUARE CUT CANTILEVER 12 7r �t� Cvp0.o • 10 T.O.& 4 5/16� 24" m = op8p h N h NGa 1'-05/14 GI 2-0' CJ k za u r-t11v e' 01 HIP ra pc. 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AighW mwfiR+UwamadeMdmutmmpeaNrrpir daivsNbe llrcrmpvo30PY efineeGent. tmbwi rlu.�nawtnmelurg6dlwN'WNw�nbe anpnad,emlmrPaonwoY aPFrvwd F'MaB W Na trttu ovniAwaeY mavaxamt e.l iwTrwrt.-.wpm a.D+m.,,.narc,rdbammaFo-r.rean o-Yr�mem t.menra. uewx,ab b punhmb wedaaanhCmtlw gyldeaMdoaa not reyu4sa uW, lrmadehgn awtya art w tlrc Tr m Desipi Denim arlddi mq by rakd by Ib Trvn Dmigrl Fnawa+. Buidlq Coda ... �': FBC2n1T Ncan 1pl :1S Asp 7-to ebo cat : n 1PI1-A1a trpoNlm FaCw : n Tnma De p : C8C FxJwlva ; EneIPFsO .pK Cak. :NANFRS Flay 'F+P<NmWW SPN 1. mOUS IAna :F Um RJOFO2rtt3DA FLODR CRRGNA TG PaeN a 112 112 D M .. H.0 Sea M SP 2P M aura eeanno 6LOCN Cn _ 21 Vapw aartbr Eelnmen lbordrmvOabYamwa. Ormlmn S.O. D 2P of Flow arsuf Mtl Eatle3H•eE nlevvdas, EbIX8ra lM mn�A ebtlmO bvwnW bad harmlm Cdd cpmnwrtrinly-1 pdmtlry ea MM gApproved by Desired delivery date: Approval Date: Q... 1eg —Cummings Custom Homes rmlam: CHAMPAGNA MODEL Addan: 12st sv1wN a.. Ps mb: 6 1B mF9C PAT Project d SD7672 O O ID N 26' 0" 24' 8" 0" , 5' 0" 1 16' 0" 1 1 24' 0" 5.0.. 13' 4" 1 7' 0" L 6' 101, 21' 6" ENTRY TRUSS END DETAIL SQUARE CUT OVERHANG 12 7F- 4 SHE HEEL HEIGHT 12 T..'a x TRUSS END DETAIL SQUARE CUT CANTILEVER 12 7IF— O�pO • 10 T.O.a 4 5116 24" do t4v N N hFm "a,c CJ zd k za oa T-11 11/ S �1 NIP — OG. oDo s°aALE TYPICAL CORNER SET DIM'S RT.S Hatch Legend �10'-0" AFF �12'-0" AFF f rjfrr rrf 8" STE P HANGER SCHEDULE I QUA A THD26 8 •••9gruhoed[Mtraanmla[broeNpea WtlM diMt Mr<rk dlHiCwD,aementJagrnrr b meMaeNaM a in yr¢meM.Mr tlmlea„Inplo-m, «<Ltliyhut rol6vdad m: N ibdba,b,«PovJM,mrerlNM.am„gdiNvro,Ibnaobmplediwwlntr«n. 4bbatvr,ardWNeibg Arrybhw, mal«h(ar hrm trLylrmradhwe wdrq tew4mrert hdematbn sryplkd fma [ne ti«d «YI 4 bt dre <A'eM tapnae. fl! anlBrfAOri'rc.1FewM,[lnwbdaea WtNemMdeY,grmwNr«baon tldat<u« pLba.nt dr®mr m<ebmumANe deaigr<rirnL <prrTiedbY,bbo'Idne trai9a*•emdpw d rwad, «d bul N aLb bupdq reT+BemvAs. e! 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Cawnarg<enxMw L4•ro tlxbrl56 sP➢1'ed. fenerpwrn9 be 14a<rcMaeblappwadppe awrNee<Rka. 1.1 WyLs: TrwrcLW pnMm^aanb mrewrMbdreirwmawfatwnA54P,Pmf«aN/ «eniwµ WNOI NIAM'ial5]f56af4raowL<Madr W,fmnds,unrwMap«kddtiv pohkm. AmfrcW nmdfivams madevltlndm rna'vr<eM rrpahJxhgrab, Ile repm<aaDAy o1 ro. Wnc Ilo has Wrgeaor mr.durgn darrybrd.i0 bea<p«M,rmk¢yetlleBy eppm MmMWpgErtrre<maeuh<va�rmwpmmc l:.j Thhlrv«14mw.nt dnpanrwa T M<rc,hdblmerq'er!«,nMsbTTinbmlrvo 11CMaR,,MhpmNmheavd «anbabblbngubeaMtrn rotrcquinaual. ma,d.- d«,gn anaMb am m tl«Tr w Daigr P awies wladr mry be aeakd bv,b Tma D<skn FayMv. Pealett,a a<wrmwe,.,o tm<.P�..4Bm:w:,4o Pd.e.<a,em.euar ee Ptp,ac,aTm oecu,,beea�w:,.a abr:Prewrer,Pedme�aa.auaree Maek ErAerezmp 8—P Dotle e2l.xel 6Pouve :C : PeC.11 Mean HpL : 19 AST�T-1B atao at TPI1-A14 t,-r 4e FtRw1. t T"«e De 3rrr :CaC ErclPua :Fndmetl upm Q tb' : MV.RS E<W : Estms E to— apsd :1. mp US lmui : Ert+o<e .— C - RDDF CRREdeA FLOOR CRITFRu u T.0 Pan 4 /12 j eC Pan ... 112 DePM -. T.0 Sim Heel Hp xx4 4916 sm by xP eeanro at= Cmbmwr Ovedbnp xP B Vapor bwder Oet«ea Nar dwrstle b7= Pbwbasea Mtl be[k SV• d oaedw wLLs. SPadro 21o.a NikBf�a iry Paeis amddro hr veaKal batl trar.ler am aPp4llmr b1�e � pnmbbN m mma 0 Approved by: Desired delivery date: Approval Date: w1. meab, o..<rpmn 1 , Cummings Custom Homes CHAMPAGNA MODEL Adam.: ,ps, s/voaa a.. PSL Dab: d3NlD11 t Wp ! PAT Project 0 M7672 UhZetts Lumber To: Reaction 28Z0 Kirby Circle NE y'alm Bay, FL 32905 Cummings Custom Homes Job Number: 507612 (321) 409-9800 Fax: (321) 409-9803 Page: 1 Date: 06/04/19 14:14:22 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver TO: 3712 TANAGER PL. Account No: 000000453 Designer: / Name. Phone: Salesperson: Kenny Thornton Fax: .F. FT. PIERCE, FL. Quote Number: 507612 P.O. Number: Qty: Truss Id: Span: Truss Type: Slope Reactions: 46-00-01 Joint 1 Joint 10 3 Al HIP GIRDER 5.00 3,601 3,621 -1,673 -1,710 2 A2 46-00-00 HIP 5.00 Joint 1 Joint 10 1,710 1,705 -759 -762 46-01-15 Joint 1 Joint 11 1 A3 HIP 5.00 1,719 1,711 -760 -764 46-00-01 Joint 1 Joint 12 1 A4 HIP 5.00 1,711 1,702 -758 -763 46-04-00 Joint 2 Joint 8 Joint 10 Joint 16 1 A5 HIP 5.00 2,614 2,562 1,743 2,310 -1,404 -1,331 -794 -1,083 46-04-00 Joint 2 Joint 10 Joint 15 1 A6 HIP 5.00 207 1,352 2,128 -346 -579 -1,118 46-04-00 Joint 2 Joint 11 Joint 21 1 A7 HIP 5.00 157 1,355 2,198 -368 -576 -1,074 46-04-00 Joint 2 Joint 12 Joint 23 1 A7A HIP 5.00 205 1,257 2,005 -375 -531 -1,022 46-04-00 Joint 2 Joint 12 Joint 22 1 A8 HIP 5.00 164 1,344 2,193 -372 -583 -1,076 46-04-00 Joint 2 Joint 13 Joint 23 1 A8A HIP 5.00 207 1,245 2,013 -379 -538 -1,023 43-10-00 Joint 2 Joint 12 Joint 24 2 A9 HIP 5.00 226 1,214 2,000 367 -535 -1,039 43-02-00 Joint 2 Joint 12 Joint 22 1 A13 HIP 5.00 199 1,204 1,972 -360 -523 -1,038 43-02-00 Joint 2 Joint 12 Joint 22 1 A14 HIP 5.00 162 1,178 2,009 -357 -522 -1,042 43-02-00 Joint 2 Joint 11 Joint 15 1 A15 HIP 5.00 169 1,191 1,987 -334 -519 -1,079 43-02-00 Joint 2 Joint 10 Joint 15 1 A16 HIP 5.00 26 1,442 2,080 -288 -643 -1,030 43-02-00 Joint 2 Joint 12 Joint 22 1 A17 HIP 5.00 901 1,457 4,150 -2,303 -651 -1,824 42-10-01 Joint 1 Joint 11 2 A18 ROOF SPECIAL 5.00 3,231 3,597 -1,520 -1,724 22-10-00 Joint 2 Joint 6 1 B 1 HIP GIRDER 5.00 1,757 1,757 -924 -924 22-10-00 Joint 2 Joint 7 I B2 HIP 3.00 955 955 -530 -530 Tibbetts Lumber To: Reaction 2820 Kirby Circle NE Palm Bay, FL 32905 Cummings Custom Homes Job Number: 507612 (321) 409-9800 Fax: (321) 409-9803 Page: 2 Date: 06/04/19 14:14:26 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: 3712 TANAGER PL. Account No: 000000453 Designer: / Salesperson: Kenny Thornton Name: Phone: Fax: .F. FT. PIERCE, FL. Quote Number: 507612 P.O. Number: Qty: Truss Id: Span: Truss Type: Slope Reactions: 22-10-00 Joint 2 Joint 7 1 B3 HIP 5.00 955 955 -530 -530 22-10-00 Joint 2 Joint 6 5 B4 COMMON 5.00 955 955 -530 -530 13-00-00 Joint 5 Joint 6 Joint Joint 8 1 $5 COMMON 5.00 358 154 521 114 -188 -17 -352 -40 13-00-00 Joint 5 Joint 7 4 $6 COMMON 5.00 475 475 -179 -247 13-00-00 Joint 6 Joint 8 1 $7 HIP 5.00 475 475 -179 -247 20-10-00 Joint 2 Joint 6 I C1 HALF HIP 5.00 1,520 1,763 -800 -815 20-10-00 Joint 1 Joint 8 3 C2 HALF HIP 5.00 5,474 5,051 -2,706 -2,632 - 01-00-00 Joint 2 Joint 3 Joint 4 12 CJ1 CORNER JACK 5.00 263 61 85 -331 -33 -45 01-00-00 Joint 2 Joint 4 2 CJ1A CORNER JACK 3.50 260 149 -332 -79 03-00-00 Joint 2 Joint 3 Joint 4 8 CD CORNER JACK 5.00 258 57 48 -239 -39 03-00-00 Joint 2 Joint 3 Joint 4 - 2 CDA CORNER JACK 3.50 257 48 44 -248 -24 03-00-00 Joint 2 Joint 4 Joint 7 4 CJ3T CORNER JACK 5.00 260 48 50 -238 -15 -2 05-00-00 Joint 2 Joint 3 Joint 4 8 CJS CORNER JACK 5.00 316 114 87 -240 -97 05-00-00 Joint 2 Joint 3 Joint 4 2 CJ5A CORNER JACK 3.50 315 105 84 M; -349 -95 -64 05-00-00 Joint 2 Joint Joint 5 4 CJST CORNER JACK 5.00 322 102 84 236 -69 -2 12-06-08 Joint 1 Joint 4 1 Dl HALF HIP 3.50 734 996 -298 -404 12-03-00 Joint 10 Joint 11 Joint 12 Joint 13 Joint 14 1 El COMMON 5.00 230 113 166 176 169 -346 -35 -94 -61 -98 12-03-00 Joint 6 Joint 7 Joint 8 4 E2 COMMON 5.00 322 437 385 -390 -198 -307 11-03-00 Joint Joint 5 Joint 6 1 E3 COMMON 5.00 221 363 279 -242 -192 -138 Tibiietts Lumber To: Reaction 2820 Kirby Circle NE F'alm Bay, FL 32905 Cummings Custom Homes Job Number: 507612 (321) 409-9800 Fax: (321) 409-9803 Page: 3 Date: 06/04/19 14:14:29 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: 3712 TANAGER PL. Account No: 000000453 Designer: / Salesperson: Kenny Thornton Name: Phone: Fax: F. FT. PIERCE, FL. Quote Number: 507612 P.O. Number: Qty: Truss Id: Span: Truss Type: Slope Reactions: 07-00-00 Joint 2 Joint 3 Joint 4 37 EJ7 JACK -OPEN 5.00 384 167 125 -254 -147 07-00-00 Joint 1 Joint 2 Joint 3 1 EJ7A JACK -OPEN 5.00 256 174 127 -78 -159 07-00-00 Joint 3 Joint 4 Joint 6 1 EJ7B ROOF SPECIAL 5.00 166 128 251 -152 -76 07-00-00 Joint 3 Joint 4 Joint 6 1 EJ7C ROOF SPECIAL 5.00 137 126 251 -116 -26 -85 07-00-00 Joint 3 Joint 4 Joint 6 1 EJ7D ROOF SPECIAL 5.00 93 157 251 -55 -74 -111 07-00-00 Joint 2 Joint 3 Joint 4 Joint 6 1 EJ7E ROOF SPECIAL -5.00 235 321 80 251 203 -218 -130 07-00-00 Joint 3 Joint 4 Joint 6 1 EJ7F ROOF SPECIAL -5.00 124 156 321 60 -31 -141 07-00-00 Joint 2 Joint 4 Joint 5 3 EJ7G JACK -OPEN 3.50 383 31 220 -407 -17 -223 07-00-00 Joint 2 Joint 4 Joint 5 8 EJ7T JACK -OPEN 5.00 392 155 121 -249 -120 -4 2 FG1 11-05-08 FLAT GIRDER 0.00 Joint 4 Joint 6 Joint 7 2,230 2,297 296 -1,248 -1,455 -196 _ 18-10-00 Joint 8 Joint 14 3 G1 ROOF SPECIAL -4.99 7,952 5,519 -3,848 -2,683 09-10-01 Joint 2 Joint 4 Joint 5 4 HJ7 DIAGONAL HIP 3.54 599 138 334 -359 -122 -91 09-10-01 Joint 2 Joint 4 Joint 5 1 HJ7A DIAGONAL HIP 2A8 613 116 341 -355 -92 -79 09-10-01 Joint 1 Joint 3 Joint 4 2 HVT DIAGONAL HIP 3.54 543 272 215 -207 -188 -52 08-00-00 Joint 1 Joint 5 1 MG1 MONOPPICH 3.50 1,137 1,862 -810 -1,132 03-07-15 Joint 1 Joint 3 1 MV4 VALLEY 3.50 92 92 -35 -47 06-06-03 Joint 1 Joint 4 1 MV7 VALLEY 3.50 196 196 -81 -94 09-04-08 Joint 1 Joint 4 Joint 5 1 MV10 VALLEY 3.50 163 101 343 -67 -68 -152 03-10-13 Joint 1 Joint 3 Joint 4 1 V4 VALLEY 5.00 92 70 80 -41 ' 16 -15 Tibiietts Lumber To: Reaction 2820 Kirby Circle NE Palm Bay, FL 32905 Cummings Custom Homes Job Number: 507612 (321) 409-9800 Fax: (321) 409-9803 Pager 4 Date: 06/04/19 14:14:32 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver TO: 3712 TANAGER PL. Account No: 000000453 Designer: / Name: Phone: Salesperson: Kenny Thornton Fax: .F. FT. PIERCE, FL. Quote Number: 507612 P.O. Number: Qty: Truss Id: Span: Truss Type: Slope Reactions: 07-10-13 Joint 1 Joint 3 Joint 4 1 V8 VALLEY 5.00 107 107 270 -56 -56 -102 11-10-13 Joint 1 Joint 3 Joint 4 1 V12 VALLEY 5.00 174 174 437 -90 -90 -166 12-06-00 Joint 6 Joint 7 Joint 8 Joint 9 Joint 10 1 V12A VALLEY 5.00 46 286 283 289 53 9 -167 -52 -167 -9 12-06-00 Joint 6 Joint 7 Joint 8 Joint 9 Joint 10 1 V12B VALLEY 5.00 39 282 286 314 88 -14 -166 -44 -165 -53 12-06-00 Joint 6 Joint 7 Joint 8 Joint 9 Joint 10 1 V12C VALLEY 5.00 38 282 288 338 121 -16 -164 -42 -164 -87 12-06-00 Joint 6 Joint 7 Joint 8 Joint 9 Joint 10 1 V12D VALLEY 5.00 37 349 402 429 153 17 -163 -42 -163 -119 Lumber desi6n values are in accordance with ANSI/TPI 1 section 6:3 These truss designs rely on lumber values established by others. Wffek'. RE:: 607612 - MiTek USA, Inc. Site Information: 6904 Parke.East Blvd. Tampa, FL 366104115 Customer Info: Cummings Custom Homes Project Narne: Model- Lot/Block: Subdivision: Address:. 3712 TANGER PL. City: FT.' PIERCE :: State: FL.... Name. Address and License.# of Structural Engineer of Record, If there is -one, for- the •building. . Name: License #: Address:.: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss: Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014: Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load:. N/A psf This package includes 63 individual, Truss Design -Drawings and 0. Additional Drawings. With my seal affixed to this. sheet, I hereby certify that- I am the Truss Design Engineer and this index sheet . conforms. to 61G15-31..003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name :Date No. Seal# :" Truss Name Date 1 T175358.26 Al. 7/8/19 " : 23 T17935848 66 7/8/19:, 2 T17535827 A2 7/8/19 24T17535849 B7 7/8/19 3 T17535828 A3 7/8/19 25. T17535850 C1. 7/8/19 4 T17535829 A4 7/8/19 26 T17535851 C2 7/8/19 5 T17535830: A5 .7/8/1:9 27 T17535852 CJ 1 :7/8/19 6 T1753583.1 A6 7/8/19.. 28 T17535853 ,CJ1A 7/8/19 7 T17535832 A.7 7/.8/19, 29 T17535854 CJ3 7/8/19 : T17535933 A7A 7/8/19 30 T17535855 CJ3A 7/8/19 8 : _.. 9 T17535834 A8 :. 7/8/19 31 T17535856 CJ3T 7/8/19 10- T17535835 ABA 7/8/19 32 T17535857 CJ5.7/8/19 11 T17535836: A9 '7/8/19 33 T17535858 CJ5A 7/8/19 12 T17535837 A13 7/8/19 34 T17535859 CJ5T 7/8/19 13 T17535838 A14 7/8/19 35 T17535860 D1 7/8/19" 14 T17535839 A15 7/8/19 36 T17535861 E1 , 7/8/19 15 T17535840 A16 7/8/19 37 T17535862 E2 7/8/19 16 T17535841 A17 7/8/19 . • 38 T17535863 E3 7/8/19 .17 T17535842 A18 7/8/19 39 T17535864 EJ7 7./8/19 18 T17535843 131. 7/8/19 :..40 T17535865 EVA 7/8/19.:. 19 T17535844 B2 7/8/19 41 T17535866 "EJ7B 7/8/19 20. T1.7535845 B3 _ 7/8/19 42 T17535867 EVC 7/8/19 21 T17535846 B4 7/8/19 43. T17535868 EJ7D 7/8/19 22 T17535847. B5 7/8/19 44 T17535869 EJ7E : 7/8/19. The truss drawing(s) referenced:above have been prepared by MiTek USA, Inc. ,,011W11111-fit . under my direct supervision based on the parameters O��yJp'�� G E.N F/ provided by Tibbetts -Lumber Company -Palm Bay. SF•.�• Truss: Design Engineers Name: Finn, Walter. My:license renewal date for the -state of Floridais February 28, 2021.. IMPORTANT NOTE: The seal on these truss 53 component designs is:a certification STATE OF • Z4/: � that the engineer named is licensed:in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon. parametersO ♦'�` ( P�: ��� shown- (e.g.,: loads, supports,.dimensions, shapes and design codes), which were R .•'• �� . given to MiTek or TRENCO. Any project specific information included is forMiTek's or NA1-����,, TRENCO's customers file reference purpose only, and was not taken into account in the ��� Q. • preparation.of.these designs..MiTek or TRENCO has not independently verified the applicability of the design parameters or:the designs for any particular building. Before use,' :Walter P.Finn PE N6.22839 the building designer should verify:applicability of design parameters and properly MiTek USA Inc: FL Ceit66334 incorporate these designs into the overall building design per ANSI/TPI I,.Chapter 2. 6904 Parke EastBhrd Tanili FL 33610 :.. : Date. July 8,2019 Finn, Walter: ... 1 of 2 ... RE: 507612 - Site Information: Customer Info: Cummings Custom Homes Project Name: Model: Lot/Block: Subdivision: Address: 3712 TANGER PL. City: FT. PIERCE State: FL. No. Seal# Truss Name Date 45 T17535870 ERF 7/8/19 46 T17535871 ERG 7/8/19 47 T17535872 EJ7T 7/8/19 48 T17535873 FG1 7/8/19 49 T17535874 G1 7/8/19 50 T17535875 HJ7 7/8/19 51 T17535876 HRA 7/8/19 52 T17535877 HJ7T 7/8/19 53 T17535878 MG1 7/8/19 54 T17535879 MV4 7/8/19 55 T17535880 MV7 7/8/19 56 T17535881 MV10 7/8/19 57 T17535882 V4 7/8/19 58 T17535883 V8 7/8/19 59 T17535884 V12 7/8/19 60 T17535885 V12A 7/8/19 61 T17535886 V12B 7/8/19 62 T17535887 V12C 7/8/19 63 T17535888 V12D 7/8/19 2 of 2 JJob Truss russ Type ty y r . T17535826 507612. Al HIP GIRDER . 1 q Reference (optional) - Tibbetts Lumber Co, Palm Bay, FL 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jul 812:51:49 2019 Page 1 ID:CzW wz_MkQRnJgCFdYyNjUgzu43o-b1 xE7M9xTa2joasZLcLRYkW x71G73Yu_3uVnIGz_83C i -2-0-0 3-2-0 7-0-0 i 11-3-0 i 15-6-0 21-4-10 27-5-0 33-5-6 i ' 39-4-0 i 46-4-0 , 48-4-0 i 2-0-0 3-2-0 3-10-0 4-3-0 4-3-0 5-10-10 6-0-6 - 6-0-6 5-10-10 7-0-0 2-0-0 0 5.00 12 Bx10 = 2x4 II 5x6 = 7x8 = 4x4 = 7x8 = 6x6 =. 5x8 = 21 2x4 II, 4x10 = 17 16 41 42 1543 44 45 14 46 47 13 48 49 12 NOP2X STP = NOP2X STP= 4x4 II 5x8 = 3x6.= 6xl2 MT20HS= 2x4 I 4x6 = 2x4 II . 7xl4 MT20HS= Scale = 1:84.8 2-6-02-10-0 7_2 i 1__ i 15-2-0 15r8-0 21-0-10 27-5-0 33-5-6 39-0-0 i 46-40 i ` , 0 0 4-2-0 - 43-0 3-11-0 0- -0 5-10-10 6-0.6 6-0-6 5-10-10 7-0-0 - Plate Offsets (X,Y)-- [1:0-0-3,0-0-0], [2;0-6-15,0-0-0], [3:0-5-0,0-3-7], [6:0-3-6,0-4-8], [8:0-4-0,0-4-8], [9:0-3-0,0-2-9], [10:0-0-0,0-1-11]; [13:0-4-12,0-3-0], [15:0-4-0,0-1-8], [18:0-10-4,0-5-0] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.72 17 >751 ' 360: MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -1.37 17 >397 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ivor NO WB 0.98 Horz(CT) 0.43 10 n/a n/a' BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 1.02 17 >531 240 Weight:801 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood she directly applied or 6-0-0 oc.purlins, except 1-3: 2x8 SP DSS, 9-11: 2x4 SP No.2 2-0-0 oc puffins (5-8-7.max.): 3-9. BOT CHORD 2x4 SP SS 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-21,5-16: 2x4 SP No.2 8-9-11 oc bracing: 18-19. WEBS 2x4 SP No.2 10-0-0 oc bracing: 16-18 REACTIONS. (lb/size) 1=3546/0-8-0, 10=3613/0-8-0 Max Horz 1=-139(LC 6) Max Uplift 1=-1681(LC 8), 10=-1797(LC 8) FORCES. (lb) -Max. Comp./Max; Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1521/799, 2-3=-10903/5132; 3-24=-14919/7048, 4-24=-14919/7048, 4-25=-14919/7048, 25-26=-14919/7048, 5-26=-14919/7048, 5-27=-19085/8961, 27-28=-19085/8961, 28-29=-19085/8961, 6-29=-19085/8061, 6-30— 13552/6332, 30-31 =-1 3552/6332, 7-31 =-1 3552/6332, 7-32=-11201/5235, 32-33=-11201/5235, 33-50=-11201/5235, 34-50=-11201/5235, 8-34=-11201/5235, 8-35==11203/5236, 35-36=-11201/5236, 9-36= 11200/5235, 9-10=-7777/3531 BOT CHORD 2-20= 4758/10429, 20-38=-4751/10395, 19-38=-4751/10395, 19-39=-8978/19619,' 39-40=-8977/19623, 18-40=-8977/19626, 16-18=0/278, 5-18=-684/1936, 16-41=-568/1373, ,,,��►�����1�//��, P, 4142= 568/1373, 42 43=-568/1373, 95 43- 568/9373, 15-44=-6366/1:4045;R 44-45=-6366/14045, 14-45=-6366/14045,-14-46=-6115/13552,4647=-6115/13552, 13-47=-6115/13552, 13-48= 3050/6958, 48-49= 3050/6958, 12-49=-3050/6958, ,� aQ�•.,G •••••. �I,► `1 • E N S �'•; �' �� \; . '•, �i 10--12=-8048/6981 • �� •' ••: WEBS 3-20=-100/545, 3-19=-2311/5076, 4-19=-404/347, 5-19=-5189/2365, 15-18=-5947/12981, : No 22839 6-18=-2476/5261, 6-15=-2350/1415, 6-14=-576/304, 7-14=0/7291 7-13=-2650/1230, 8-13=-758/634, 9-13=-2224/4849, 9-12=0/647 NOTES- • �. 1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x8 2 rows staggered at 0-9-0'oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. i. : q F - Bottom follows: 2x4:- 1 0-9-0 "' " "' i� ''r• " Q Q� " chords connected as row'at oc. ;A� �� 4#I�s •••'. R +•'•• Webs connected as follows: 2x4: 1 row at 0-9-0 oc. - ,`� 2) All loads are considered. equally. applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to "otherwise �t���� ply connections have been provided to. distribute only loads noted as (F) or (B), unless indicated. . . . ���'k�� 3) Unbalanced roof live loads have been considered for this design. 39 Walter P.'Flnn PE IVoc22839 WaiteMlTek 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=46ft; eave=6ft;'Cat. U.Tinnc, FLCeti II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1:60 6904 Parke East Blvd. Tampa Fl 33610 5) Provide adequate drainage to.prevent water ponding. e: bat.. 6) All: plates are MT20 plates: unless otherwise indicated. ; _ ..... July 8,2019 7) This truss ha's been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A _WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGEM/h7473 rev. 10/03/2015 BEFORE USE . �... Design valid for use onlywith MITek® connectors. This design is based only upon parameters shown, and Is for on individual building component, not t a truss system. Before use, the building designer must verify the applicability of design parameters,and properly Incorporate this design Into the overall building design. ,Brocing Indicated is to prevent.buckiing of Individual truss web and/or chord members only.. Additional temporary and permanent bracing.. M iTek* Is always required for stability and to prevent. collapse with possible personal Injury and property damage. For general guidance regarding the . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrP11 Cualfly CrBarla, DSB-89 and BCSI Bu9ding Component, 6904 Parke East Blvd. Safety Infonnationavallobie from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 oTruss T11 ss ype ty yT17535826 12 Al GIRDER 1 3 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL 8.240 s May 13 2019 MiTek Industries, Inca Mon Jul 8 12:51:50 2019 Page 2 .: ID:CzW wz_MkQRnJgCFdYyNj Ugzu43o-3DVcKi9ZEuAaQkRlvJsg4y26licMo?871YFKHiz_83N NOTES- 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.. 10) Provide mechanical connection'(by others) of truss to bearing plate capable of withstanding 1681 lb uplift at joint 1 and 1797 lb uplift at joint 10. 11) Graphical pudin representation does not depict the size or the orientation of the pudiri along the top and/or bottom chord: 12) Hanger(s) or other connection device(s)shall be provided sufficient to support concentrated load(s) 324 lb down and 368 lb up at 7-0-0, 96 lb down and 136 lb up at 9-0-12, 96 lb down and 136 lb up at 11-0-12, 96 lb down and 136 lb up at 13-0-12, 96 lb down and 136 lb• up at 15-0-12, 108 lb down and 163 lb up at 17-0-12,;108 lb . down and 163 lb up at 19-0-12, 108 Ib down and 163 Ib up at 21-0-12, 108 Ib down and 163 lb up at 23=0=12, 108 lb down and 163 lb up at 23-3-4, 108 lb down and 163 lb up at 25-3-4, 108 lb down and 163 lb up at 27-3-4, 108 lb down and 163 lb up at 29-3-4; 108 lb down and .163 lb up at 31-3-4, 108 lb down and 163 lb up at 33-3-4, 108 lb down and 163 lb up at 35-3-4, and 108 lb down and 163 lb up at 37-3-4, and 217 lb down and 330 lb up at 39-4-0 on top chord, and 239 lb down and 105 lb up at 7-0-0, 81 lb down and 25 lb up at 9-0-12, 81 lb down and 25 lb up at 11-0-12, 81 lb down and 25 lb up at 13-0-12, 81 lb down and 25 lb up at 15-2-0, 85 lb down at 17-0-12, 85 lb down at 19-0-12, 85 lb down at 21-0-12, 85 lb down at 23-0-12, 85 lb down at 23-3-4, 85 lb down at 25-3-4, 85 lb down at 27-3-4, 85 lb down at 29-3-4, 85 lb down at 31-3-4, 85 lb down at 33-3-4, 85 lb down at 35-3-4, and 85 lb down at 37-3-4, and 300 lb down and 101 lb up at 39-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live.(balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3==54, 3-9- 54, 9-11=-54, 1-21=-20, 2718=-20, 16-17=-20, 10-16=-20 Concentrated Loads (lb) Vert: 3=-277(F) 9=-170(F) 20=-239(F) 19=-75(F) 4=-96(F) 6=-108(F) 14= 58(F) 7=-108(F) 13=-58(F) 8=-108(F) 12=-300(F) 24=-96(F) 25=-96(F) 26=-96(F) 27=-108(F) 29=-108(F) 30=-216(F) 31= 108(F) 32=-108(F) 34=408(F) 35=-108(F) 36=-108(F) 38=-75(F) 39=-75(F) 40=-75(F) 41=-58(F) 42- 58(F) 43=-58(F) 44=-116(F) 45= 58(F) 46=-58(F) 47=-58(F) 48=-58(F) 49=-58(F) Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI(-7473 rev. 10103,2015 BEFORE USE. _ Design valid for use only. with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not ' . . a truss system. Before use, the building designer must verify the applicability of design parameters. and properly Incorporate this design Into the overall building design, Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' .Bracing prevent Is always required for stability and to prevent.collapse with possible personal Injury and property damage. For general guidance regarding the. ' fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSU1Pl1 Cuallly CrItedo, DSB-89 and SCSI Bugding Component 6904 Parke East Blvd. Safoty Infonnationavailoble from Truss Plate Institute, 2.18 N. Lee Street, Suite' 312, Alexandria, VA 22314. Tampa, FL 33610 Job I russ I russ Type City y T17535627 507612 A2 HIP 1 2' Job Reference (optional) i iooens Lumoer co, raim nay, ru c+� 0 at as-o i s-s-o 6-6--0 5.00 12 8x8 = 4 a.Z4V s may TJ ZU1e ml IeK Inllus[nes, Inc. mon J01 a ie=4:74 euiu rage 1 ID:CzW wz_MkORnJgCFcIYyNj Ugzu43o-rwC2ZxvuJ7JBhsSRLZRRwJOkVIgyXFBKPy7yLMz_B17 22-6-1 29-11-15 37-4-0 41-6-2 46-4-0 7-0-1 7-5-13 7-4-1 .4-2-2 4-9-14 Scale = 1:84.4 3x4 11 5x6 = 3x6 = 5x6 = 521_ 6 7 22 _ : 8 2x4 i 4x6 I 20 9 23 3 2 24 1 1C 0 I' 6x8 = 5xB ='19 16 2x4 II 15 14 NOP2X STP 3x4 11 3x4 II 0 13 . . . 12 11 NOP2X STP = 6x8 = 5x6 = 3x6 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.39 15 >999 360 MT20 244/190 TCDL 7.0, Lumber DOL 1.25 BC 0.62 Vert(CT) -0.71 15 >762 240. BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(CT) 0.27 10 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-S Wind(LL) 0.52 15 >999 240Weight: 488lb FT=20°/ LUMBER- BRACING - TOP CHORD 2x4 SP "No.2 'Except* TOP CHORD . Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-4: 2x8 SP DSS 2-0-0 oc purlins (4-11-0 max.): 4-8. BOT CHORD 2k4.SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-9 oc bracing. Except: WEBS 2x4 SP No.2 10-0-0 oc bracing: 14-16 REACTIONS. (lb/size) 1=1686/0-8-0, 10=1661/0-8-0 Max Harz 1=155(LC11) Max. Uplift 1=-748(LC 12), 10=-751(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1125/727, 3-20=-4231/2455, 4-20=-4171/2476, 4-5=-5728/3509, 5-21=-5626/3445, 6-21=-5626/3445, 6-7=-4858/2985, 7-22=4469/2804, 8-22=-4470/2804, 8-23=-3318/2047, 9-23= 3324/2034, 9-24=-3378/2195, 10-24=-3419/2186 BOT CHORD 1-19=-161/266, 3-17=-2194/3963, 16-17=-2196/3953, 5-16=-351/392, 13-14=-249/477, 12-13=-2531/4469, 11-12=-1665/3022, 10-11 =-1 897/3031 WEBS 4-17=0/336, 4-16=-1169/2034, 13-16=-2511/4454, 6-16=-480/832, 6-13= 733/574, 7-13=-230/509, 7-12=-672/558, 8-12=-997/1721, 8-11=-16/302, 9-11=-83/260 NOTES- 1) ls as follows: Topy truss to be Connected together with 1 Od chords connected as follows: 2x8 - 2 rows st 3lnered at10 9 0 oc, 2x4 - 1 row at 0-9-0 oc. �� P 99 �. '(ER �' Bottom chords connected'as follows: 2x4 -1 row at 0-9=0 oc. �� Q�\;. ......... �i Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. E N �� : •• \ S 2) All loads are considered equally applied to all plies, except if noted'as front (F) or back (B) face in the LOAD CASE(S) section. Ply to �� �' �•�'• ��i ply connections, have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. NO 22839 .0op 3) Unbalanced roof live loads have been considered for this design. :* �; 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=46ft; eave=6ft; Cat. . Ik Exp C; Encl., GC0i=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-0 to 5-3-10, Interior(1) 5-3-10 to 9-0-0, Ekt6rior(2) 9-0-0 to 15-7-12, Interior(1) 15-7-12 to 37-4-0, Exterior 2) 37-4-0 to 43-10-10, Interior(1) 43-10-10 to 46-0-0 zone; cantilever. left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1:60 i �% ; T �EF • 5) Provide adequate drainage to prevent water ponding. 0 •• •; 6) All plates are MT20 plates unless, otherwise indicated. ��•�(O R 1 C%\ Q` 7) This truss has been designed for. a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , I s •.... •OG•••` 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6=0 tall by 2-0-0 wide ��I, S/p will fit between the bottom chord and. any other members. �,��,� 9) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Walter P.'Flnn PE No.22839 10) Provide mechanical connection' (by others) of truss to bearing plate capable of withstanding 748 lb uplift at joint 1 and 751 lb uplift at MITek"USA,.Ine. R. cert 6634 joint 10. 6904"Parke East Blvd, Tampa IL 33610 11). Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Date: July 8,2019 Q :WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGEMII.7473 rev, f0/03/2015 BEFORE USE. �.... Design valid for use only, with MIT06 connectors. This design Is based only upon parameters shown, and, Is for an individual building component, not i. o.truss system. Before use, the building designer must verify the applicability of design parameters: and properly Incorporate this design Into the overall building design.. Bracing indicated is to prevent. buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing. MOW.: Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVW11 Quality Cdteda, DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. . Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ... ... Tampa, FL 33610 .. . oTruss Truss Type ty y _ r ' T17535828 507612 A3 HIP 1 1 . Job Reference (optional) i i00e[[s LUmOer w, raim Day, rL y �•'•• n� I D:CzWwz_MkQRnJgCFdYyNj Ugzu43o-9dmqsOObfOv5k?U6kt50ejgMpg7v5mnsZGQpZ1 z_8?h 11-0-0 15-6-0 21-10-1 28-7-15 - 35-4-0 40-6-2. 46-40 46-0 4-1 46-0 6-4-16-9-13 6-8-1 5.2-2 5-9-14 Bx8 = 3x4 3x8 = 5x6 = 5.00 12 - Sx6 = 23 5 626 27 7 8 28 _29 9 5x6 4 0 30 3x6 11 - 2425 Z>3x6 2229 , �31 B=. 1B "I BxB = 5x8 = 21 20 4x4 = 17 16 15 14 NOP2X STP = 44 I I 6xB = 5x8 = 3x4 II 2-6-02- -0 11-0O 15-2-0 15 0 21-10-1 26-7-15 2-6-0 0- 0 6-2-0 4-2-0 0-4-0 6-41 6-9-13 )ffsets (X,Y)-- [1:0-2-10,0-0-0], [3:0-1-14,0-0-0], [5:0-4-0,0-1-12], [8:0-3-0,0-3-0], [9:0-3-0,0-2-4], [11:0.-0- Scale = 1:84.4 �13 12 NOP2X STP = 3x6 = 2x4 II 6x6 = N 6 ]oI9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES. GRIP TCLL 20.0 Plate Grip DOL 1.25 TC . 0.99 Vert(LL) 70.45,14-15 >999 360 MT20 .2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.85 14-15 >639 240 BCLL - 0.0 ' Rep Stress Ihcr YES WB 0.83 Horz(CT) 0.32' 11 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-S Wind(LL) 0.60 14-15 >904 240 Weight: 314 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purlins, except 1-5: 2x8 SP DSS, 8-9: 2x4 SP SS BOT CHORD 2x4 SP No.2 "Except' BOT CHORD 1-20: 2x6 SP No.2, 3-18: 2x6 SP DSS, 11-14: 2x4 SP SS WEBS 2x4 SP No.2 WEBS OTHERS 2x8 SP DSS LBR SCAB 1-5 2x8 SP DSS one side WEDGE Right: 2x4 SP No.2 REACTIONS. (lb/size) 1=1695/0-8-0, 11=16B7/0-8-0 :Max Horz 1=188(LC 11) Max Uplift 1=-749(LC 12), 11= 754(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-1028/659, 2-22= 985/663, 3-24=-4943/3078, 24-25=-4902/3083, 4-25=-4887/3090, 2-0-0 oc purlins (2-3-11 max.): 5-9. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 10-0-0 oc bracing: 16-18 1 Row at midpt 15-18, 7-1'4 4-23= 4081/2481, 5-23=-4018/2489, 5-6=-4469/2797, 6-26=-4450/2790, 26-27- 4450/2790, 7-27=-4450/2790, 7-8=-3777/2424, 8-28=-3776/2423, 28-29=-3776/2423, 9-29=-3777/2423, 9-10=-3163/1998, 10-30=-3355/2133, 30-31=-3375/2130, 11-31= 3460/2122 .DER P F BOT CHORD 33-94=? 56416=-204/443, 14-15=-2196/3976, ���� Q��;.��• ��I %; 57642858182-93=19838330646;,8=-294/8334803 , ♦% •• dO WEBS 4-19— 1201/950, 5-19=-382f783, 5-18=-691/1131, 15-18=-2024/3587, 7-18=-318/593, • ♦ i 7-15= 507/441, 7-14=-330/130, 8-14=-390/425, 9-14=-694/1229, 9-13= 75/311, ; No 22839 •. • 10-13=-313/295 NOTES- 1) Attached 12-1-11 scab 1 to 5, front face(s) 2x8 SP DSS with 2 row(s) of 1 Od (0.131 "x3") nails spaced 9". o.c.except : starting at 0-5-7 from end'at joint 1, nail 2 row(s) at 2': o.c. for 3-3-8. : I p '.*A) F : �� for design.3) 2) Unbalanced roof live loads have been considered this .Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ff; L=46ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-6-1 to 5-1-10; Interior(1) 5-1-10 to 11-0-0, Exterior(2) 11-0-0 �j�s R •G• ` ,�. '�I��s��� . . left and right to ishown0; membe exposed CIC for sland'fdm s & MWFRS2forreactions Lumber(DOL=1 60 plate grip DOL=1c60til. 4) Provide adequate drainage to prevent water ponding. 5) All plates. are MT20 plates unless otherwise indicated. Walter P.•Rnn PE 6' 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent.with any other live loads. L Celt MITek 11SA .lots. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 7) '. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-670 tall by 2-0=0 wide Date: will fit between the bottom :chord and any other members. _ - July 8,2019 ' Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/0=015 BEFORE USE. Design valid for use only -with MITek® connectors. This design Is based only upon parameters shown, and isIfor an Individual building component, not use; a truss system. Before The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, .Bracing Indicated Is to prevent.buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing Mftk• Is always required for stability and to prevent.collopse with possible personal Injury and property damage. For general guidance regarding the: , .:. . fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Quality Cdtedo, DSB-89 and SCSI Bueding Component: 6904 Parke East Blvd. Safety fnformationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. p Tampa, FL 33610 rI07612 russ Truss ype�Qtyy T17535828 A3 HIP 1 1 Job Reference (optional). Tibbetts Lumber Co, Palm Bay, FL 8.240 a May 13 2019 MiTek Industries, Inc. Mon Jul 8 12:55:47 2019 Page 2 ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-dpKC4k1DQilyL931HbcFBwMXZETBgD10ow9N5Tz_8?g ". NOTES- 8) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 749 Ib uplift at joint 1 and 754, lb uplift at joint 11. 10) Graphical purlin representation does not depict the size or the. orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Q WARNINO -Verify design parameters and READ NOTES ON THIS AND INCLUDED Mill REFERANCE PAGEMII-7473 rev. 1000MOIS BEFORE USE. -Design valid for use only. with MiTek® connectors. This design Is based only upon parameters shown, and, is for an Individual building component, not a.truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslgn..Bracing Indicated is to prevent.buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent. collapse with possible personal Injury and property damage. For general guidance regarding the: fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSViPIII Qualit�yy Criteria, DSB-89 and SCSI Bulidlnp Component 6904 Parke East Blvd. Safety Infonnaflonavailable from Truss Plate Institute, 218 N. Lee Street, Suite' 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply f T17535829 507612 A4 HIP.. 1 1 Job Reference (optional) Tibbetts Lumber Co, Paim Bay, iL 1 -2-0-0 1-6-0 3-0-0 4-10-7 B-11-313-0-0 1 15-2-0 21-2-10 a,4u 5 Ju11 o 4o 1 y 14 1 ek II Iuusulas, Inc. vion Jul O 1 I.VD.JL LV IS rage 1 ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-GvGhMBwEx21TrmAiV7BNeExKEcO38CAZhhSlDpz_8hl 1 27-3-5 1 33-4-0 39-6-2. 46-4-0 1 r 2-0-0 1-6-0 1-6-0 1-121-7 4-6-13 4- 2- 2-2-0 6-0-11 6-0-11 6.0-11 6-2-2 1 6-9-14 1 Scale = 1:85.0 8x8 = 3x4 II 3x6 = Sx6 = 5x6 = 5.00 F12 6 7 30 31 8 932 33 34 10 4x6 7x8 5:-5 3x6 10x10 = 29 11 m 4 28 35 36 3 NOP2XSTP= 1 2 co 0 9 17 12, I(Io 0 20 18 7x8 = 15 37 38 0 22 21 16 14 13 5x8 = - 6x6 = 3x6 = 30 I I 6x12 = 5x8 = 2x4, 11 4x6 = NOP2X STP = 5x8 = 1-6-0 1-47. 411 -G-0 4-IQ-7 10-0-315.2-0 23-e-0 '33-4-0 39-6-2 46-4-0 1-4-7 3-0-0 4 7 5-1-12 "5-1-12 6-6-0 9-8-0 6-2-2 6-9-14 019 is (X,Y)-- [1:0-0-3,0-0-0],[2:02-12,0-1-2],.[3:0-3-0,0-3-12], [4:0-3-8,0-5-0], [4:0-1-12,0-0-12], [6:0-4-0,0-1-12], [9:0-3-0,0-3-0], [10:0-3-0,0-2-4], [12:0-0-0,0- r14:0-3-12 0-3-01.r15:0-4-8.0-3-01.117:0-2-8.Fdoel.122:0-8-9.0-1-01.122:0-2-12.0-0-01 LOADING (psf) SPACING.. 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL " 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.46 14-15 " >999 360 MT20 244/190 TCDL :7.0 Lumber DOL . 1.25 BC . 0.84 Vert(CT) .-0.92.14-15 >603 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.31 12 .n/ai n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.57 15 >975240 Weight:280lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except " TOP CHORD Structural wood sheathing directly applied, except 1-6: 2x8 SP No.2 2-0-0 oc purlins (2-8-7 max.): 6-10. . BOT CHORD 2x4 SP SS *Except* BOT CHORD Rigid ceiling directly applied or 4-1-6 oc bracing. Except: 1-20,7-16,15-16: 2x4 SP No.2 5-8-0 oc bracing: 19-21 WEBS 2x4 SP No.2 *Except* WEBS, .. 1 Row at micipt 15-17, 9-14 3-19: 2x4 SP SS, 2-22: 2x6 SP No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1711/0-8-0, 1=1711/0-8-0, 12=1703/.0-8-0 Max Horz 1=-212(LC 10) Max Uplift 1=-759(LC 12),"12=-764(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 280 (lb) or less except when shown. TOP CHORD 1-2= 2974/1795, 2-3=-3173/1952, 3-4=-5871/3554, 4-5=-6323/3853, 5-6=-4517/2880, 6-7=-3716/2414, 7-8=-3668/2403, 8-9= 3482/2238, 9-10=-2836/1920, 10-11=-3177/2005, . 11-12=-3611/2217 BOT CHORD: 1-22— 1632/2755, 21-22=-1632/27.55, 19-21=-1248/2192, 4-19=-118/370, >►11111,11//� 18-19=-2643/4428,.17-18=-1877/3358, 7717=-256/304, 15-16— 123/290, 14-15=-1906/3385,13-14=-1953/3259, 12-.13=-1953/3259 p`�'�;•..• .. WEBS 3-21=-2988/1762,.3-19=-2859/4784; 5-19=-1037/1785, 5-18=-1009/804, 6-18= 822/1306, ,���. ����j V; \.♦j j E.N S •• y 6-17=-519/886, 15-17=-1928/3377, 8-15=-444/363, 9-15=0/275; 9-14=-859/537, ,�� ••.• �� V $ •. �� 10-14-446/887, 11-14=504/428;2-22=-549/402 ' No 22839 �. do Z.• NOTES 1) ,Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=46ft; eave=6ft; Cat. 11; Exp-0; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 4-11-10, Interior(1) 4-11-10'to 13-0-0, Exterior(2) 46-4-0"zone; g Qv •. •�(/,�� 13-0-0 to 19-6-10, Interior(1) 19-6-10 to 33-4-0, Exterior(2) 33-4-0 to 39-10-10, Interior(1) 39-10-10 to cantilever left and C for forces for Lumber DOL=1.60 DOL=1.60 �'� , �i '•. P.•: right exposed ;C members and & MWFRS reactions shown; plate grip ��j� • R 1 ���� 3) Provide adequate drainage to prevent water ponding. . •' 4) All plates are MT20 plates:unless otherwise indicated. "' " ' ♦StS/ �`" �� : �I��� N A 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 1���•� . 6) *This truss has been designed for a W6 load of 20.Opsf on the bottorn chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between -the bottom chord and any other members, with BCDL = _10.Opsf. Walter P.'Flnn PE No22839 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI TPI'l 'angle to grain formula. Building designer should verify MITek USA, Ind. FL -Celt 6634 capacity of bearing surface. 6904 Parke East Blvd. Tampa R.33610 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 759 lb uplift at joint 1 and 764 lb.uplift at Date: joint 12..:. :.. .. July 8;2019 3) Graohical burlin representation does not depict the size or the orientation of the Ourlin along the too and/or bottom chord ;& ;WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only -with MRek®connectors• This design is based only upon parameters shown, and, is for an Individual building component, not a.truss system. Before use; the building designer must verity the applicability of design parameters.and properly Incorporate this design into.the overall building deslgn..Brocing Indicated Is to prevent.buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing . M!Tek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the , .. . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPit Guanly Crttarla, DSB-89 and BCSI BuVdtng Component 6904 Parke East Blvd., Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply A T17535830 507612 A5 Hip 1 .1. Job Reference (optional): 11Doens LUMDer L o, ralm eay , rL me-qu 5 dun o ey I u lvil I eK InuuSines, inc. rviun dui o 1 I:uu:lTi eu to rage i I D:CzWwz_MkQRnJgCFdYyNjUgzu43o-CHNRnpxUTgHB44K5dYDrhf01jQ2zc3.mr8?xBHiz_8h? 2-0.0 3-4-7 9-2-4, 1%0.0 , 20-5-5 2%10.11 31-4-0 38-8-11 _ , 46.4-0 �2.0.0 3-4-7 5-g-12 5-9-12 5.5-5 7-4-11 7-7-5 Scale '= 1:85.5 t7 C4 0 5.00 12 5x6 3x6 = 3x6 = 5x6 = STP — .10 16 15 14 " 1 2. 11 3x6 4x6 4x6 = 3x6 11 5x6 = 5x8 = = 5x8 = 2x4 11 = 3-4-7 9-2-4 15-0-0 23-2-0 31-4.0 38-8-11 46-4-0 3-4-7 5-9-12 5-9-12 8-2-0 8-2-0 7.4-11 7-7-5 Plate Offsets (X,Y)--[2:0-0-0,0-1-31,[4:0-3-0,0-3-01,[5:0,3-0,0-2-41,[8:0-3-0,0-2-41,[10:0-0-0,0-1-31,[12:0-3-8,0-3-01,[14:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) _ : I/defl : Ud PLATES. GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL)-0.27:12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.53 12-13 >979 240 BCLL 0.0 Rep Stress Incr YES WB . 0.95. Horz(CT) 0.14 . 10 n/a n/a . BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.29 12-13' : >999 240 Weight: 253 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc' purlins, except 8-10: 2x4 SP SS 2-0-0 cc purlins (3-6.15 max.): 5-8. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1-4-12 cc bracing. WEBS 2x4 SP No.2 `Except WEBS 1 Row at midpt 6-14, 7-12 . 3-16: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 10=1544/0-8-0, 2=-310/0-8-0, 16=2306/0-11-5 Max Horz 2=269(LC 11) Max Uplift 10=-692(LC 12), 2= 402(LC 18), 16=-1083(LC 12) :Max Grav 10=1585(LC 18), 16=2310(LC 17) FORCES.. (lb) -Max. Comp./Max. Ten..- All forces:250 (lb) or less except when shown. TOP CHORD 2-3=-695/1247, 3-4=-1793/1171, 4-5=-2108/1420, 5-6=-1871/1382,:6-7=-2488/1684, 7-8=-2376/1636; 8-9=-2645/1674, 9-10=-3284/1957 BOT CHORD _ 2-16=-1068/717, 15-16— 1068/717, 14-15=-959/1722, 13-14=-1275/2377, 12-13� 1354/2500, 11-12=-1707/2945, 10-11=-1707/2945 = WEBS 3-16=-2184/136-14= 852/535?6-131 54/413,/7 12= 443/258,08 112= 312/668, B 12= 709/522,6/559, ,,,,,�{1 R P. 9-11=0/261 ,�� .P�.�E...... F/� NOTES- •�"G E.N SF .• . 1 Unbalanced roof live loads have been considered for this design. ``%' • No 22839 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=46ft; eave=6ft; Cat, II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-6.15, Interior(1) 2-6-15 to 15-0-0, Exterior(2) 37-10-10 15-0-0 to 21-6-10, Interior(1) 21-6-10 to 31-4-0, Exterior(P) 31-.4-0 to 37-10-10, Interior(1) to 46-4-0 zone; cantilever left and right exposed left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 �'fl C ; porch plate grip DOL=1.60 'p S �•. � • 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. �i '�,t� • : �(/ �� Q` •' ♦♦ 5) This truss has been designed for 10.0 bottom live load other live loads. ,/��ts ( F{ a psf chord nonconcurrent with any * •, t•��``�j� ♦♦♦ 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0:tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 692,Ib uplift at joint 10, 402 lb uplift at joint 2 and 1083 Ib,uplift at joint 16. Walter RTInn PENo.22839 8) Graphical purlin representation does not depict 'the size or•the orientation of the purlin along the top and/or bottom chord. MiTek USA,. Ind. FL Cart 6634' 6904 Parke East Blvd. Tampa FL 33610 . ... Date: JUI y 8;2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101OX2015 BEFORE USE. Design valid for use only. with Mnek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ' a,truss system. Before use; the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design, .Bracing indicated is to prevent.buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the: .: . fabrication,: storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Cdteda, DSB-89 and Ill BuBding Component. ' 6904 Parke East Blvd. . Safety Informationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312: Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T17535831 507612 A6 Hip 1 1 Job Reference (optional) Tibbetts Lumber Go, Palm Bay , I-L 8.240 s Jun 8 2019 Mi 1 eK Industries, Inc: Mon Jui d 1 I :ue:35 201 y rage i ID:CzW wz_MkQRnJgCFdYyNj Ugzu43o-gUxp?9y6EzP2iDuHBGk4EtzrXgQLLW G?Nfghp8z_Bh_ 2-0-0 4-8-5 9-2-0 17-0-0 23-2-0 29-4-0 34-11-2 '40-6-4 , 11 0 2-0.0. 4.8-5 4-5-11' 7-10.0 6-2-0 6.2-0 5-7-2 5-7.2 5-9-12 Scale = 1:85.5 5x6 = 2x4 11 5x6 = r n 15 14 r 13 J� 12 NOP2X STP= 5x6 = 3x8 = 5x6 3x6 4x6 4x6 = = 6x6 = 1-2-1 17-0-0 23-2.0 29-4-0 37-8-11 46-4.0 7-10-0 6-2-0 6-2-0. 8-4-11 8-7-5 Plate Offsets (X,Y)-- [2:0-0-0;0-0-151,[3:0-3-0,0-3-01,[5:0-3-0,0-2-41,[7:0-3-0,0-2-41,[9:0-3-0,0-3-01,[10:0-0-0,0-1-31;[12:0-3-0,0-3-01,[14:0-3-0,0-3-01: LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) . 11defl • Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:84 Vert(LL) 0.38 15-18 >291 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) . -0.36 11-12 >999 240 BCLL .. 0.0 ' Rep Stress Incr YES WB. 0.93 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight:259Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD' BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* 4-15: 2x6 SP No.2 BOT CHORD WEDGE WEBS Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=120/0-8-0, 15=2129/0-8-0, 10=1291/0-8-0 Max Horz 2=302(LC 11) Max Uplift 2= 346(LC 12), 15=-1118(LC 12), 10=-580(LC 12) Max Grav 2=208(1_C 21), 15=2129(LC 1), 10=1352(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-55/654, 3-4=-247/910, 4-5=-979/766, 5-6=-1443/1145, 6-7=-1443/1145, 7-8=-1862/1267, &9=-2542/1518, 9-10=-2762/1623 BOT CHORD 2-15=-761/97, 14-15=-877/433, 13-14=-395/910, 12-13=-776/1561, 11-12=-1168/2059, 10-11 =-1 398/2476 WEBS 3-15=-300/372, 4-15=-1895/1121, 4-14=-819/1787, 5-14=-671/528, 5-13=-580/950, 6-13=-380/393, 7-13=-331/142, 7-12=-272/681, 8-12=-662/522, 8-11=-136/426, 9-11= 301/340 . Structural wood sheathing directly applied or 3-0-14 oc purlins, except 2-0-0 oc pudins (4-6-4 max.): 5-7. Rigid ceiling directly applied or 4-10-8 oc bracing. 1 Row at midpt 4-14, 7-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=46ft; eave=6ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-6-15, Interior(1) 2-6-15 to 17-0-0, Exterior(2) 17-0-0 to 23-6-10, Interior(1) 23-6.1 b to 29-4-0, Exterior(2):29-4-0 to 35-10-10, Interior(1) 35-10-10 to 46-4-0 zone; cantilever left and right exposed; porch left exposed;C-C for members and:forces & MWFRS for reactions shown; Lumber DOL=1.60 plate.grip DOL=1.60 3) Provide adequate drainage to prevent water poriding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the'bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom.chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of, withstanding 346 lb uplift at joint2, 1118 lb uplift at joint 15 and 580 lb uplift at joint 10. 8) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,, J.eR.PP '0, S � No 22839cc •.` • r .S ��rrrrr)t Walter R'Rnn PE No22839 MiTek USA,.Inc. FL Celt 6634 6904` Paft East Blvd. Tampa R. 33610 Date: July 8,2019 ' 'WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. fW03/2015 BEFORE USE. 0. Y P. Design valid for use anlywith MlTelc®connectors. This design Is based only upon parameters shown, and is for an Individual building component, not . �• a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent.buckiing of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . - fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSV1P11 Quality Criteria, DS13-69 and SCSI Building Component 6904 Parke East Blvd., Safety Infonnanonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312: Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type _ Qty Ply T17535832 .507612 A7 Hip 1 1 Job Reference (optional) I miaettS Lumber L;o, Palm bay, FL t1.e4u s Jun tl ZV I'd MI I eK Inauslnes, Inca man uui o I I;uumo zu i a rage i I D:CzW wz_MkQRnJgCFdYyNj Ugzu43o-BgVCCVzk?HXvJNTTkzFJm450pDnA4OY8bJQFLaz_Bgz -2-0-0 4-B-5 9-2-0 11-4-0 19-0-0 23-0-4 27-4-0 33-7-2 39-10-4 46-4-0 2-0-0 4-8-5 4-5-11 2-2-0 7-8-0 - 4-0.4 4-3-12 fi-3.2 6-5-12 5x6 3x6 = 5x8 M 0 Scale = 1:87.1 21 20 ra 3x10 = uu u!15 14 13 12 NOP2XSTP =3x4 = 3x4 I 5x8 = 2x4 I 46 = 46 —_ . 6x6 = 46 = 6x8 = . 11-8-0 9-2-0 11-4-0. 19-0-0 25-8-07 4-0 33-7-2 39-10-4 46-4-0 9-2-0 2-2-00-4 0 7-4-0 6-B-0 1-8-0 6-3-2 6-3-2 6-5-12 Plate Offsets (X,Y)-- [2:0-0-0,0-0-15], [3:0-3-0,0-3-0], [6:0-3-0,0-2-4], [8:0-4-0,0-1-13], [10:0-3-0,0-3-0], [11:0-0-0,0-1-3], [13:0r2-12,0-3-0], [16:0-2-.12,0-2-8] LOADING (psf) SPACING- 2-070 CSI. DEFL. in (loc) • I/defl . Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 _ Vert(LL) -0.25 16-17 >999 360 . MT20 244/190 TCDL 7.0 Lumber DOL 1.25 :BC 0.83: Vert(CT) -0.46 i6-17 >970 240 BCLL 0:0 Rep Stress Incr YES WB, 0.74:.. Horz(CT) . 0.08: 11 n/a n/a BCDL. 10.0 Code FBC2017fTP12014, Matrix -MS Wind(LL) 0.29 21-24 >379 240 Weight: 279lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-2 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (4-6-5 max.): 6-8. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-1-9 oc bracing: Except: 4-21: 2x6 SP No.2 : 4-8-0 oc bracing: 18-20 WEDGE 10-0-0 oc bracing: 14-16 Left: 2x4 SP No.3, Right: 2x4 SP No.3 WEBS 1 Row at midpt 7-17 REACTIONS. (lb/size) 2=85/0-8-0, 21=2198)0-6-0, 11=1297/0-8-0 Max Harz 2=334(LC 11) Max Uplift 2=-369(LC 12), 21_ 1075(LC 12), 11=-577(LC 12) Max Grav 2=158(LC 21), 21=2198(LC 1), 11=1356(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD2-3=0/713, 3-4=-291/1049, 5-6=-1289/891, 6-7=-1096/925, 7-8=-1682/1213, ... 8-9= 1848/1223, 9:10=-2261/1377, 1 0-11 =-2761/1522 BOT CHORD 2-21=-632/28, 20-21=-805/432, 18-20=-1506/957, 5-18=-1440/994, 16-17=-622/1399, 8-16=-172/430, 12-13=-1.302/2466, 11-12=-1299/2469 WEBS 3-21= 394/478, 4-21 =-I 916/844, 4-20=-798/1675, 5-17_==564/1286, 6-17= 33/271,' 7-17=-694/462, 7-16=-179/478, 13-16=-1014/1987; 9-16=-533/408, 10-13=-536/383 ,>>11111111��1', NOTES. ,,, VIER P. ••. ��� 1) Unbalanced roof live loads have been considered for this design. ,s� G E.N s y V F '• 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2p4f; BCDL=6.0psf; h=15ft; B=45ft; L=46ft; eave=6ft; Cat. �� • •. 11; Exp'C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-6-15, Interior(1) 2-6-15 to:19-0-0, Exterior(2) • No 22839 .0' 19-0-0 to 25-6-10, Interior(1) 25-6-10 to 27-4-0, Exterior(2) 27-4-0 to 33-7-2, Interior(1) 33-7-2 to 46-4-0 zone; cantilever left and right DOL=1.60 exposed; porch left exposed;C-C for members and forces-& MW FRS for reactions shown; Lumber plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All MT20 indicated. b X plates are plates:unless otherwise . 5) This truss has been designed for a 10.0 psf bottom chard live load nohcondurrent with any other live loads. • lie • S T E OF •. 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between y 0 ��/ �40 ••.�( will the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide truss to bearing plate 369 lb 2, 1075 lb Q Q'.• �j�% R •_`�,��' mechanical connection (by others) of capable of withstanding uplift at joint uplift at O•• . joint 21 and 577 lb uplift at joint 11. 8) Graphical purlin representation does.not depict the size or the orientation of the purlin along the top and/or bottom chord: Walter R Rnn PE No:22839 MiTek USA,. !no. FL Ceff 6634 6904 Parke East Blvd. Tampa R. 33610 Date: July 8,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only, with MITek® connectors. This design is based only upon parameters shown, and, is for on Individual building component not a truss system. Before use; the building designer must verify the applicabllity of design parameters and properly Incorporate this design Into the overall building design, ,Bracing Indicated Is to prevent,buckling of individual truss.web and/or chord members only.. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ' ' ' ' . . fabrication; storage, delivery, erection and bracing of trusses and Truss systems, seeANSVFPII Quality Cittorla, DSB-89 and SCSI BuIlding Component. 6904 Parke East Blvd... . Safety Inforrnatlanovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply ' k T17535833 507612 A7A Hip 1 1 Job Reference (optional) I IDgeUS Lumber U0, valm bay, I -I_ 6.24U S JUn B 2u19 MI I eK InaustneS, Irlc. Mon JUI 8 11:U9:3b 2U19 rage 1 ID:CzW wz_MkQRnJgCFdYyNj Ugzu43o-52dydB_? W undZhdssOlnsVBMSi SVYywR3dvLPTz_Bgx 2-0-1 -1 4-8-5 i 9-2-0� 11-4-0 19-0-0 i - 23.0-4 27-40 - 33-7-2 '39-10-4 i 43-10-0 2-0-0 48-5 4-5-11 2-2-0 7-8-0 4-0-4 43-12 6-3-2 6-3-2 3-11-12 Scale = 1:84.0 5x6 = 3x4 = Sx8 = m 0 I 16 23 222x4 3x10 = ac ao 17 16 " 14 13 12 3x6 75:� NOP2X STP= 3x4 II 5x8 = 4x4 = NOP2X STP= 6x6 = 4x6 = 6x8 - 3x8 11-e-0 9-2.0 11-4-0 19-0-0 25-6-0 27-4-0 33-7-2 39-10-4. 43-10-0 9-2-0 2-2-00-40 7-4-0 6-B-0 1-6-0 6-12 Plate Offsets (X,Y)-- [2:0-0-10,0-1781,[3:0-3-0,0-3-01,.[6:0-3-00-2-41, [8:0-4-0,0-1-131, [14:0-1-12,0-0-0] [15:0-0-0,0-1-121, [15:0-2-12,0-3-01, [18:0-2-12,0-2-81 LOADING (psf) SPACING- 2-0-0-" CSI. DEFL. in (lop) Well. Ud PLATES GRIP TOLL 20.0: Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.21 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 :BC 0.77 Vert(CT) -0.38 18-19 >999 240. BCLL 0:0 Rep Stress Incr : YES WB 0.62 Horz(CT) 0.06. 12 n/a n/a BCDL 10.0 :Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.29 23-26 >377 240 Weight: 278lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (4-9-1'5 max.): 6-8. WEBS 2x4 SP No.2 'Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 4-23,11-12: 2x6 SP No.2 5-0-0 oc bracing: 20-22 WEDGE 10-0-0 oc bracing: 16-18 Left: 2x4 SP No.3 WEBS 1 Row at midpt 7-19 REACTIONS. (lb/size) 2=162/0-8-0, 23=2006/0-8-0, 12=1210/0-3-8 Max Harz 2=311(LC 11) Max Uplift 2=-376(LC 12), 23=-1023(LC 12), 12=-531(LC 12) Max Grav 2=206(LC 21), 23=2006(LC 1), 12=125.8(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/554, 3-4=-265/883, 5-6=-1218/838, 6-7=-1031/877, 7-8=-:1478/1093, 8-9=-1630/1095, 9-10=-1819/1117, 10-11=-.1635%946, 11-12=-1222l749 . BOT CHORD 2-23=-463/0, 22-23=-632/333, 20-22=-1340/898, 5-20= 1280/936, 18-19=-602/1275, 8-18=-131/371, 13-14=-817/1478 WEBS 3-23=-383/476, 4-23==1787/800, 4-22=-752/1549, 5-19=-484/1088, 7-19=-565/393, 7-18=-110/340, 14-16=-849/1607, 9-18=-288/271, 10-13=-422/349, 11-13=-827/1523 ,,1(111111/1/�1�I NOTES- 1) Unbalanced roof live loads have been considered for this design. ,%,,JERpa 4t ,�. ``P�..;r.�......% /� ��� ,�� V; .• E.N s ••.?/ �� 2) Wind: ASCE.7-10; Vult=160rriph (3-second. gust) Vasd=124mph; TCDL=4.2psf; BCDL'=6.0psf; h=15ft; B=45ft; L=46ft; eave=68; Cat. �� V F �ap • II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-6-15, Intedor(1) 2-6-15 to_19-0-0, Exterior(2) No 22839 i 19-0-0 to 25 6 10, Interior(1) 25-6-10 to 27-4-0, Exterior(2) 27-4-0 to 33-7-2, Interior(1) 33-7-2 to 43-7-4 zone; cantilever left and right for DOL=1.60 exposed ; porch left exposed;C-C for members and forces & MWFRS reactions shown; Lumber plate grip DOL=1.60 3) Provide drainage adequate to prevent water ponding. 4) All plates are MT20 plates:unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 6) " This truss has been designed for live load �. � _Q •. S <(/�� a of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between the bottom BCDL 10.Opsf.•. Q will chord and any other members, with = �� �i��?S1 • 0 R �•'`G\,�� 7) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify . capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 lb uplift, at joint 2; 1023 lb uplift,at joint 23 and 531 lb uplift at joint 12. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Walter R'Rnn PE No.22839 MITek USA,.Ind. RL Cerl'6634' 6904 Parke East Blvd. Tampa R- 33610 Date: July 8,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. faMWO15 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and. is for an Individual bullding component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design into. the overall building design, .Bracing indicated is to prevent.buckling of individual truss web and/or chord members only., Additional temporary and permanent bracing. MITek` Is always required for stability and to prevent.collopse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPll Cuall�tfyy Criteria, DSB-69 and BCSI Budding Component: 6904 Parke East Blvd.. Safety Informatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22914. Tampa, FL 33610 Job Truss Truss Type Qty Ply l T17535834 507612 A8 Hip. 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL -2-0-0 4-8-5 9-2-0, i'11-4-0 , 16-4-0 " 2 r2-0-0 4-8-5 4-5-11 2-2-0 5-0-0 5.00 F12 3x6 6 3x4 1130 4x8-¢ 5 5x6 4 NOP2X STP 3 29 M 2 0 1 4x6 = 22 21 20 33 N0P2X STP = 5x6 = M.= 4x6 = 34 a.zyu sd� I D:CzW wz_MkQ RnJgC FdYyl 25-4-0 2 -0 0 32-8-7 4-4-0 0-8- 6-8-7 5x6 = 3x6 11 5x6 = 7 8 9 35 JO 3x8 = 16 , 15 3x4 = 6x8 = 6 eU IV IVII I eR Ir1UU5I1IeS, Irlu: IVlurl uul o 1 I;UV;Ja eu la rays I I gzu43 o-ZFBKgX?dHCwUArC2Q5p00jjayRosH LI al Hevyvz_Bgw 14 13 6x8 = 2x4 11 Scale = 1:87.1 32 . NOP2X STP = 12 f0o 19 0 4x6 = LOADING.(psf) SPACING- 2-0-0 CSI. &EFL. in (loe) I/defl,. Ud PLATES, GRIP TCLL 20.0 Plate Grip DOL 1.25 TC: 0.68 Vert(LL)-0.24.18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL .1.25 BC0.83 Vert(CT) -0.50 18-19 >891 240 BCLL 0.0 ' Rep Stresslncr .:YES WB. 0.87. . Horz(CT).: 0.09: 12 n/a n/a. BCDL 10.0 Code FBC2017lTPI2014 Matrix -MS Wind(LL) 0.29 22-25 >379 240 Weight: 293 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD' Structural wood sheathing directly applied or 3-0-5 oc puffins, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (5-3-15 max.): 7-8. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly -applied or 5-2-3 oc bracing: Except: 4-22: 2x6 SP No.2 1 Row at midpt 9-17 . WEDGE 4-10-0 oc bracing: 19-21 Left: 2x4 SP No.3, Right: 2x4 SP No.3 10-0-0 oc bracing: 15-17 WEBS 1 Row at midpt 6-19, 8-18 REACTIONS. (lb/size) 2=80/0-8-0, 22=2193/0-8-0, 12=1286/0-8-0 Max Harz 2=367(LC 11) Max Uplift 2= 373(LC 12), 22=-1077(LC 12), 12=-583(LC 12) Max Grav 2=165(LC 21), 22=2193(LC 1), 12=1345(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. - TOP CHORD 2-3=0/819, 3-4=-250/1152, 4-5=-108/293, 5-6=-80/268; 6-7=-1310/976, 7-8=-1151/660, 8-9=-1681/1337, 9-10=-1679/1163, 10-11=-2163/1314, 11-12=-2724/1511 - . BOT CHORD 2-22=720/13, 21-22=-873/408, 19-21=-1463/799, 18-19=-438/921, 17-18=-559/1341, 9-17=-297/460, 13-14=-1270/2429., 12-13=-1268/2432 WEBS 3-22=-388/461, 4-22=-2015/796, 4-21=-615/1672, 6-19==1513/837, 6-18=-76/523, 8 17= 791/1054, 14-17==978/1758, 10 17= 615/404, R ,P 10-14=0/2673 11814= 07/4 14, NOTES- ,,,,�� ,��� P:•`CE�Ns •��,��i • V F �� 1) Unbalanced roof live loads have been considered for this design. • ;• : •' 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=46ft; eave=6ft; Cat, No 22839 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-6-15, Interior(1) 2-6-15 to 21-0-0, Exterior(2) = * : * = 21-0-0 to 31-10-10, Interior(1) 31-10-10 to 46-4-0 zone;. cantilever left and right exposed; porch left exposed;C-C for members and •,• forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to.prevent water ponding:: 4) All plates are MT20 plates unless otherwise indicated. �,� �• S [(/ • �C/�� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `This has designed for live load bottom in 0.•. 00♦ Q' 6) truss been a of'20.Opsf on the chord all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,��5 ••. R X will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 373 lb uplift at joint2; 1077 lb uplift at �j tS/ �I0N Ak- joint 22 and 583 lb uplift at joint 12. . .. 0. 8) Graphical purlin representation does 'nof depict the size or the orientation of the purlin along the top and/or bottom chord. Waiter R Rnn PE W12$39 MiTek'USA, Ina. R. Cert 6634 6904 Parke Fast Blvd. Tampa R. 33610 Date: July 8,2019 0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03/E015 BEFORE USE. Design valid for use only.with MRek® connectors. This design Is based only upon parameters shown, and, is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent. buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing ��T®k• Is always required for stability and to prevent. collapse with possible personal Injury and property damage. For general guidance regarding the. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Criteria, DSB-89 and BCSI Building Componiant. 6904 Parke East Blvd. Safety Informatlanovalloble from Truss Plate Institute, 218 N. Lee Street, Suite'312, Alexandria, VA 22314. . - Tampa, FL 33610 Job Truss Truss Type city Ply T17535835 507612 ABA Hip Job Reference (optional) IbbettS Lumber uo, calm bay, rL - o.zvu s dun o za i a rvn r eK muusmes, uru: mulldui o r i:va.yu cu i a rnyc i ID:CzWwz_MkORnJgCFdYyNjUgzu43o-1 Rki2tOF2W2Lo4nFzp.KFxwGmAr720gGkWxOSULz_8gv -2-0-01: 4-8-5 1 9-2-0 11-4-0 16-4-0 21-0-0 25-4-0 2 -0 0 : 32-8-7 39-4-16 43-10-0 2-D-0 4-8-5 4-5-11 2-2-0 5-0-0 4-8-0 4-4-0 .-8- 6-e-7 6-6-7 4-5-1 Scale = 1:84.4 .. .. 5x6 = 3x6 I .. .. 5x6 = . 7 - 8 9 .. 5:00 F12- 1 5x6 NOP2XSTP=' 3 27 m 2 0 1 3x6 4x4 6 2x4 I I 28 . 4x8 5 4 3x4 29 10 W 18 N"VZ - �V" 19 6x8 = 23 . 225x6 1 . 31 32 3x8 = : 33 17. 164 15 NOP2X STP = 3x4 11 5x8 6x6 = 4x6 = 30 5x6 11 4x8 12 14 13 4x4 = NOP2X STP = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lop) I/dell; Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) . , -0.24 19-20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL : . 1.25 BC" 0.83 Vert(CT) " -0.49:19-20 >846 240 - BCLL 0.0 ' Rep Stress Incr . . YES W B . 0.76 Horz(CT) 0.07 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.29 23-26 .. >376: 240 Weight: 293 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, BOT CHORD. 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (5-6-5 max.): 7-8. WEBS " 2x4 SP No.2 'Except` "' " BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: - 4-23,12-13: 2x6 SP No.2 1 Row at midpt 9-18 WEDGE 5-1-0 oc. bracing: 20-22 Left: 2x4 SP No.3 10-0-0 oc bracing:.16. 18. WEBS 1 Row at midpt 6-20, 8-19 REACTIONS. (lb/size) 2=154/0-8-0, 23=2005/0-8-0, 13=1198/0-6-0' Max Horz 2=343(LC 11) Max Uplift 2= 380(LC 12), 23— 1024(LC 12), 'l3=-539(LC 12) Max Grav 2=208(1_13 21), 23=2013(LC 17), 13=1245(LC 18) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD' 2-3=0/665, 3-4=-225/992, 5-6=-.138/259, 6-7=-1214/914, 7-8=-1062/903, " 8-9=-1495/1226, 9-10=-1492/1053, 10-11=-.1784/1085, 11-12=-1682/973, 12-13=-1207/750 BOT CHORD 2-23=-556/0, 22-23=-699/311, 20-22=-1328/740, 19-20=-465/897, 18-19=-530/1197, 9-18=-302/459, 14-15= 841/1525 WEBS 3=23=-377/459, 4-23— 1890/752, 4-22= 568/1547, 6-20=-1304/763, 6-19=-36/425, 7-19=-114/295, 8-19=401/287, 8-18= 690/869, 15.18=-631/1428, 10-18=-377/267, 11 -1 4=-363/328, 12-14=-821/1536 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=46ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0A8;'MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-6-.15, Interior(1) 2-6-15 to 21-0-0, Exterior(2) 21-0-0 to 31-10-10, Interior(1) 31-10-10 to 43-7-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions.shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent Water pohding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 16.0 psf bottom chord live load nonconcurrent with any other live loads. ' 6) ' This truss has been designed for a live load of 20.Opsf on the:bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s).13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify. capacity of bearing surface. : 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 380 Ib uplift at joint 2, 1024 lb uplift at joint 23 and 539 lb uplift at joint 13. 9) Graphical purlin representation does not depict the.size or the orientation of the purlin along the top and/or bottom chord. ♦ •.14k I� P:GENS No 22839 6:50 F Waiter R Finn PE No.22839 MTeWUSA, Inc. FL CUtt.6634• .6904 Parke East Blvd. Tampa FL 33610 Date: ... July 8,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITsk® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent, collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Qua1By CrBorla, DSB-89 and SCSI Buedtnp Component 6904 Parke East Blvd. Salcty Inlonnatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . Qty Ply T17535836 507612 A9 Hip. 2 1. Job Reference (optional) - I IDDettS Lumber Co, raim Bay, t-L - _ : - 8.240 S uun n zu1 v MI I eK Industries, Inc.. mon JUI B 11:U`J:42 2019 rage 1 ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-zgsTTY1Va71211xd5EMjOLL72etxUh61_EtZYEz_Bgt .. , •2-0-0 4•e-5 9-2-0 11.4-0 17-4=0 . 23-0-0 .23r4-026-0-0 31-10-3al 1- , 43-10-0 2-0-0 4-8-5 4-5-11 2-2-0 6-0-0 5-8-0 4 0 3-8-0 - 5-10-3 5-10-3 6-101 Scale = 1:84.7 5x6 = C0 5.0o F12 .7 4x6 -Z�- 24 232x = 3x4 = 3xB = 17 -16 . 14 13 12 3x6 % NOP2XSTP= 3x4 5xB= 4x4= NOP2XSTP= 6x6 = 4x6 = 5x8 // 3x6 = 11.8-0 26-0-0 - 9-2-0 1 17-4-0' 23-2-0 25-8-0 31-10-3 37-8-5 43-10-0 _4-0 9-2-0 2-2-0 4 5-8-0 5-10-0 2-6-0 0-4 0 5-10-3 5-10-3 6-1-11 Plate, Offsets (X,Y)-- [2:0-0-10,0-1-8], [4:0-3-0,0-3-0]; [10:0-3-0,0-3-0],[15:0-0-0,0-1-12],.[18:0-6-0,0-2-8] LOADING (psf) SPACING- 2-0-0 - CSI. DEFL. in (loc). I/defl - Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 9.29.24-27 >382 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 -BC . 0.61 : Vert(CT) -0.26 24-27 >415 - 240 , BCLL 0.0 Rep Stress Incr YES WB . 0.92 Horz(CT) 0.06 12 n/a . n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 293lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-2 oc puriins, BOT CHORD: 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 4-24,11-12:2x6 SP No.2 5-2-0 06 bracing: 21-23 WEDGE 10-0-0 oc bracing: 16-18 Left: 2x4 SP No.3 WEBS 1 Row at midpt' 6-19 REACTIONS.: (lb/size) 2=158/0-8-0, 24=2001/0-8-0, 12=1198/0-8-0 . Max Horz 2=372(LC 11) Max Uplift 2=-368(LC 12), 24=-1039(LC 12), 12=-535(LC 12) Max Grav 2=227(LC 21), 24=2001(LC 1), 12=1214(LC 18) FORCES.. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/591, 3-4=-227/928, 5-6=-10891727, 6-7=-1185/877, 7-8==1148/905, 8-9— 1471/987, 9-10=-1654/1020, 10-11=-1761/998, 11-12=-1155/740. BOT'CHORD 2-24=-475/0, 23-24=-601/305, 21-23=-1269/681' 5-21=-1211/712, 19-20=-418/997, 18-19= 540/1300; 8-18=-254/600, 13-14=-827/1573 WEBS 3-24=-3B4/469, 4-24=-1779/699, 4-23=-499/1429, 5-20=-553/1128, 6-20= 476/378, 7-19=-464/693, 8-19=-801/567,'14-18=-706/1395, 9-18=-315/219, 11-13=-741/1495 NOTES- ER P ,�� ``P��•;....:, F//� •• 1) Unbalanced roof live loads have been considered for this design. ,�� V .• �G.E 1V S+ ti • V F•�•.• �� 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=44ft; eave=5ft; Cat. " �� ; 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-3-15, Interior(1) 2-3-15 to 23-2-0, Exterior(2) . No 22839 % 23-2-0 to 29-4-6, Interior(1) 29-4-6 to 4377-4 zone; cantilever left and'right exposed ; porch left exposed;C-C for members and forces �. * & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �..* = 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This truss has been designed for alive load of 20.Opsf on the bottom chbrd in all areas where a, rectangle 3-6-0 tall by 2-0-0 wide �:'f3 F �[/ will fit between the bottom chord and any other members, with BCDL = 1O.Opsf. 6) Bearing at joint(s)• 12 considers parallel to grain value using ANSI/TPI 1!angle to grain formula. Building designer should verify y 0 •. :�<[/ �i '•QJP.•'� ���` 0 R�X capacity of bearing surface... :. P S1 ..•_`�, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 lb uplift at joint 2, 1039 lb uplift at t9/ �I,,� N AI, joint 24 and 535 lb uplift at joint f2. Walter P.'Rnn PE W 22839 MITek USA,. ino. R. Celt 6634 6904 Parke East Blvd. Tampa R. 33610 Date: . JUIy'8,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 101031201E BEFORE USE. Design valid for use only, with Mfrek@ connectors. This design is based only upon parameters shown, and, Is for an Individual building component, not ' a truss system. Before use, the building designer must verifythe applicability of design parometers,and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®k� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the: ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPl1 Quality Criteria, DSB-89 and SCSI Bulldtng Component: ' 6904 Parke East Blvd. Safety tnfonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Sulte'312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T17535837 507612 A13 Hip 1 1. Job Reference (optional) I IUDBAS Laraaer U0, rarm Day, rL cm 0 2-0-0 4-8-5 4-5-11. 11-4-0 17-0-0 2-2-0 5x6 = 2x4 11 3x4= J. 51JUn 0 zU1 a IVII I eK rnausirles, Inc. Mon qy a i i;uv:l / zu1 u rage 1 'yNj Ugzu43o-COsOD7kgTR8cXSW g7UPsV4ppAZHt7PMLEsJkBBz_BhG L 36-1-4 43-2-0 -0 6-9-4 7-0-12• 5x6 = Scale =' 1:79.0 22 ;21 3x10 = - 16 15 . 14 13 12 3x6 NOP2XSTP= 2x4 2x4 II 4kl0 4x4= 3x6 11 i 6x6 = 4x6 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES, GRIP TCLL 20.0: Plate Grip. DOL 1.25 TC 0.70 Vert(LL) . -0.25 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC . 0.88 Vert(CT) -0.49 17-18 >829 240 BCLL 0.0 *. Rep Stress Incr YES WB 0.77 Horz(CT) 0.05 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014, Matrix -MS Wind(LL) 0.29 22-25 >376 240 Weight: 273lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc puffins (4-8-6 max.): 6-9. WEBS 2x4 SP No.2 'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 4-22: 2x6 SP No.2 5-2=0 06 bracing: 19-21 WEDGE 10-0-0 oc bracing: 15-17 Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=164/0-8-0, 12=1177/Mechanical, 22=1972/0-8-0 Max Harz 2=270(LC 11) Max Uplift 2= 360(LC 12), 12=-524(LC 12), 22=-1039(LC 12) Max Grav 2=200(LC 21), 12=1205(LC 18), 22=1972(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=0/517, 3-4=-294/837,.5-6=-10451727, 6-7=-895/749,:7-8=-1533/1121, 8-9=-1521/1117, 9-10=-1485/1027, 10-11=-1707/1041, 11-12=-1139/759 BOT CHORD 2-22=-456/0, 21-22= 622/358, 19-21 =-1 265/833; 5-1 9=-1 230/852, 17-18=-659/1291, 13-14=-884/1510 WEBS 3-22=-376/468, 4-22=-1727/811, 4-2 1 =-674/1429, 5-18 528/1080, 7-18=-716/527, 7-17=-146/398, 14-17= 613/1371, 9-17=-256/535, 10-14=-325/271, 10-13=-183/287, ,y1111111/l��' 11-13= 659/1443 `,ER• NOTES - Unbalanced roof live loads have been considered for this design. `��� 'fie E SF•.. ,0 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=43ft; eave=5ft; Cat. No 22839 • 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-11 to 2-3-2, Interior(1) 2-3-2 to 17-0-0, Exterior(2) 17-0-0 to 23-1-4, Interior(1) 23-1-4 to 29-4-0, Exterior(2) 29-4-0 to 35-54, Interior(1) 35-5-4 to 43-0-4:zone; cantilever left and right exposed porch left exposed;C-C'for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding.. 'U 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O ; A. OF 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in: all areas where a rectangle 3-6-0 tall by 2-0-0 wide �iQ',•�. will fit between the bottom:chord and any other members, with BCDL = 10.Opsf. ���`:S5 ••..0 RA •• GN 7) Refer to girder(s) forrtruss ao truss connections. ♦ tS 8) Provide mechanical connection (by others) of truss to bearing'plate capable of withstanding 100 lb uplift at joints) except (jt=1b) 2=360; 12=524, 22=1039. 9) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Walter P- inn PE No:22839 MITek USA,.Inc. R. Cert 66M 6904 Parke East Blvd. Tampa R. 33610 ' Date: July 8,2019 ©.WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. : 4. Design valid for use only with MITeke connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters:and properly Incorporate this design Into -the overall building design. Bracing Indicated Is to prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®K• Is always required for stability and to prevent. collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSUiPII CualRy 0tterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlomlatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite'312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty . Ply T17535838 507612 A14 Hip 1 1 Job Reference (optional). Tibbetts Lumber Co, Palm Bay, FL 8.240 s Jun 8 2019 MiTek Industries, Inc. Mon Jul 8 11:09:18 2019 Page 1 ID:CzW.wz_MkQRnJgCFdYyNj Ugzu43o-gCPOQUS EIGS9c5OhBx52HMOmzglsp5VTV3Ijdz_BhF --2-0-0 4-6-5 9-2-0 1 11-4-0 1 15-0-0 i '20-6-0 26-0-0 31-4-0 '37-1-4 43-2-0 2.0-0 r4-5-11 2-2-0 3-8-0 5-6-0 5-6,(? 5-4-0 5-9-_4 6-0-12 Scale = 1:79.0 -' - 5x6 = 2x4 II 5x6 = 5;00 12 3x4 = 6 27 m 28 8 9 9 2x4 11- 4x8 % 5 3x4 4 .. ... 10 5x6 30 31 4x6m NOP2XSTP=• 3 11 ° 26 .. .. .lobo . co ,41 219 i 17 f 0 32 33 18 34 35 6x8 20 ' = 22 21 3x4 — 16 15 _. 14 13 12 3x6 NOP2X STP= 4x6, = 3x4 11 4x8 = 4x4 = 3x6 11 6x6 = 4x6 9-2-0 , 11-4-0 , 18-6-0' 25-8-0 2frQ-0 31-4-0 .37-1-4 43-2-0 9-2-0 2-2-0 040 0 7-0-0 . 7-0-0 0 4 0 5-4-0 6-0-12 '. Plate Offsets (X,Y)-- [2:0-0-10,0-1-BE[3:0-3-0,0-3-01,[6:0-3-0,0-2-41,[9:0-3-0,0-2-41,[17:0-2-8 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC .. 0.59 Vert(LL) . 0.29 22-25 >376 240 MT20 244/190 TCDL . -7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.27 22-25 >411 240 BCLL 0.0 Rep Stress Incr YES WB . 0.99 : Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 267lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD' Structural wood sheathing directly applied or 4-2-15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purins (4-3-7 max): 6-9. WEBS 2x4 SP No.2 "Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 4-22: 2x6 SP No.2 5-2-0 oc bracing: 19-21 WEDGE 10=0-0 oc bracing: 15-17 Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=135/0-8-0, 12=1169/Mechanical, 22=2010/0-8-0 Max Horz 2=238(LC 11) Max Uplift 2=-358(LC 12), 12=-523(LC 12),:22=71042(LC 12) Max Grav 2=163(LC 21), 12=1178(LC 18),.22=2010(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7/597, 3-4=-304/918,.6-7=-1217/906, 7-8=-1710/1230, 8-9— 1700/1227, 9-10= 1534/1061, 10-11=-1616/1021, 11-12=-112Of756 BOT CHORD 2-22=-554/0, 21-22= 702/372, 19-21=-1270f787, 5-19=-157/264, 18-19=-313/668, 17-18=-729/1389, 8-17=-314/347, 13-14=-876/1442 WEBS _ 3-22=-378/462, 4-22=-1779/828, 4-21= 611/1439, 6-19==1292f737, 6-18=-512/993, 7-18= 663/546, 7-17=-248/451, 14-17=-699/1296, 9-17=-305/567, 10-13=-253/305, ��II I l I11 f, 11-13=-870/1416 R P ��� NOTES- ,� •. r 1) Unbalanced roof live loads have been considered for this design. �� V� SF '• �00 2) Wind: ABCE 7-10; Vult=160mph (3-second gust)' Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=43ft; eave=5ft; Cat. •• NO 22839 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-11 to 2-3-2, Interior(1) 2-3-2 to 15-0-0, Exterior(2) 15-0-0 to 21-1-4,Interior(1) 21-1-4 to 31-4-0, Exterior(2) 31-4-0 to 37-5-4,Interior(1) 37-574 to 43-0-4 zone; cantilever left and right exposed porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 . .; 3) Provide adequate drainage to prevent water ponding. 'U 4) All plates are MT20 plates unless otherwise indicated. i �' • T E OF ' 4J Z 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of-20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide•;C4 O R 1 Q will fit between the bottom:chord and.any other members, with BCDL = 10.Opsf. . • . • ' ��' . 7) Refer to girder(s) for truss to truss connections. �� s� �`" �4 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb). 2=358; 12=523, 22=1042. 9) Graphical purlin representation does not depict,the size or the orientation of the purlin along the top and/or bottom chord. Walter P. Finn PE No.22839 MiTekUSA, Ind. FL Cart 6634 6904' Parke East Blvd. Tampa FL 33610 Date: July 8,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1111=015 BEFORE USE. Design valid for use only,with MiTek® connectors. This design Is based only upon parameters shown,'and.is for an Individual building component, not �� gTruss system. Before use. The building designer must verify the applicability of design parameters:and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing MiT®k* is always required for stability and to prevent.collopse with possible personal Injury and property damage. For general guidance regarding the. fabrication; storage, delivery, erection and bracing of Trusses and truss systems, seeANSVWII Quality Criteria, DSO-09 and SCSI Building Component 6904 Parke East Blvd., Safety Informatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply ' T17535839 507612 A15 Hip.. 1 1 Job Reference (optional): . Tibbetts Lumber Co, Palm bay, FL 8.240 s dun 8 2079 Mi I ek Industries, Inc. Mon dui 8 i i:09:i 9 zuT 9 rage 1 ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-BPzmehm473OJnmgCFvSKaVuB3NyMbGneh9orF3z_8hE -2-0-0 4-8-5 9.2-0 13-0-0 19-9.5 26-6-11 33-4.0 38.1-4 43-2-'0' 2-0.0 4-8-5 4-5-11 3-10-0 6-9.5 6-9.5 6-9-5 4-9-12 Scale = 1:76.3 5x6 = 3x4 = 5x6 = 5x6 = co 15 1. 13 12 11 NOP2X STP= 4x6 = 5x6 = 3x8 = 6x8 = 6x6 ' .'. 6x10'= ... .:.. 9-2.0 17-7-2 26-6-11 33-4-0 43-2-0 9-2-0 8-5-2 8-11-9 6-9.5 9-10-0 Plate Offsets (X,Y)-- [2:0-0-0,0-0-151, [5:0-3-0,0-2-4], [7:0-3-0,0-3-01, [8:0-3-0,0-2-41, [12:0-2-12;Edge]; [14:0-3-0,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL . 1.25 TC . 0.62 Vert(LL) . -0.25 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) ' -0.51 11-12 >797 240 BCLL 0.0 Rep Stress Incr YES WB. 0.97 Horz(CT) 0.05 : 11 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.37 15-18 . >295 240 Weight: 241 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5=14 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (3-9-3 max.): 5-8. WEBS 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-15: 2x6 SP,No.2 WEBS 1 Row at midpt 5-15 WEDGE Left: 2x4 SP No 3 REACTIONS. (Ib/size) 2=141/0-8-0, 15=1987/0-8-0, 11=1166/Mechanical Max Harz 2=206(LC 11) Max Uplift 2=-335(LC 12), 15=-1080(LC 12), 11=-520(LC 12) Max Grav 2=169(LC21), 15=1987(LC 1), 11=1192(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-55/610, 3-4=-309/920, 4-5=-213/880, 5-6=-1042/773, 6-7=-1694/1208, 7-8=-1694/1208, 8-9— 1622/1067 BOT CHORD 2-15=-652/8, 14-15= 182/326, 13-14=-722/1315, 12-13=-769/1434, 11-12=-874/1335 a WEBS 3-15=-379/497, 4-15= 272/322, 5-15=-1769/977, 5-14= 563/1228, 6-14=-761/634, 6-13=-287/510, 7-13=-388/416, 8-13=-248/433, 9-12=-5/267, 9-11=-1546/1086 ,,,I>1111111///I NOTES- ,,`, '.`eR 1) Unbalanced roof live loads have been considered for this design. �� ``p.� ,.• • 14k 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=43ft; eave=5ft; Cat. .•'`�'j E.N S+ ••. ll; Exp:C;,Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior-2-0-11 to 2-3-2, Interior(1) 2-3-2 to 13-0-0, Exterior(2) 13-0-0 �� V •• to 19-1-4, Intedor(1) 19-1-4 to 33-4-O,,Exterior(2) 33-4-0 to 39-5-4, Interior(1) 39-5-4 to 43-0-4 zone; cantilever left and right exposed No 22839 porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 :• •• 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for alive_ load of:20.Opsf on the bottom.chord in' all areas where a'rectangle 3-6-0 tall by 2-0-0 wide�•• O F will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 0 :_4 � 7) Refer to girder(s) for truss to truss connections. �i '•. Q-*�N �� ,c� O 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) ��j� :S1 • • O R 1 . •• ` 9) Graphical purinOn representation does.not depict the size or the orientation of the purlin along the top and/or bottom chord. /Q N A' ,90k Walter P. Rnn PE No22839 MiTek USA,.Ind. FL Cart 6634 6900arke Fast Blvd. Tampa FL 33610 Date: . July 8,2019 0 ,WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MII-7473 rev, 1010312015 BEFORE USE. ' Design valid for use onlywith Mlrek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, .Bracing indicated'is to prevent.buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing 'MIT®K• is always required for stability and to prevent.collapse with possible personal Injury and property damage. For general guidance regarding the fabrication: storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality CrB®rla, DSB-89 and BCSI Buldlnp Component: 6904 Parke East Blvd. Safety Informationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type _. . Qty Ply T17535840 507612 A16 Hip 1 1 Job Reference (optional) I ibbetts Lumber Go, calm bay. hL , -2-0-0 , 3-0.6 11-0-0 5x6 = 3x4 = ID b.z4U s Jun b zul a mi I eK Inousines, MkQRnJgCFdYyNjUgzu43o-cbX8rl mimMWAO 29-3.0 35-4-0 ' 6-1-0 6-1-0 5x6 = 3x4 = 5x6 Jul 8 11:09:20 2019 Page 1 ri RGynlpKjvnwpYOoW z_8hD 20 7-1 7-10.0 Scale = 1:76.3 15 14 13 12 11 10 3x6 5- 3x6 II 7x8 =. 3x4 5x6 4x10 = 3x6 11 LOADING (psf) SPACING- 2-0-0. a CSI. DEFL. in (loc). I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.23 12-13 >969 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 :BC 0.87 . Vert(CT) ' -0.48 12-13 >999 240 BCLL 0.0 Rep Stress !nor YES WB 0.97 Horz(CT) 0.10 10 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Wind(LL) 0.31 12-13 >999- 240 Weight:231 lb FT=20% . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and : 8-9: 2x4 SP SS 2-0-0 oc purlins (3-2-16 max.): 4-8. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing. WEBS 2x4 SP No.2 *Except* WEBS 1 Row at midpt' 3-14, 5-14, 7-11 3-15: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=-229/0-8-0, 15=2081/0-11-5; 10=1442/Mechanical Max Hotz 2=174(LC 11) - Max Uplift.2=-289(LC 22), 15=-1030(LC.12), 10=-644(LC 12) Max:Grav 2=26(LC 9), _15=2081(LC 1), 10=1442(LC 1) . FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-608/848;.3-4=-2000/1182, 4-5=-1760/1195; 5-6=-2782/1752, 6-7= 2826/1799, 7-8=-1897/1294; 8-9=-2141/1296, 9-1 0=-1 371/945 BOT CHORD 2-15=-702/498, 14-15=-702/498, 13-14=-1493/2633, 12-13=-1689/2940i 11-12= 1565/2700 WEBS 3-15=-16-13= 272/24457-12= 48/3769/7501=10 5/63948 11=-196/506, 8--11= 951/1792418, JeR'P NOTES- ,, ` • G E•rV S •• 2 �,, 1) Unbalanced roof live loads have been considered for this design. �� V F••• • �� 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=43ft; eave=5ft; Cat. : • •. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-3-2, Interior(1) 2-3-2 to 11-0-0, Exterior(2) 11-0-0 NO22839 to .17-1-0, Interior(1) 17-1-0 to 35-4-0, Exterior(2) 35-4-0 to 41-5-4, Interior(1) 41-5-4.to 43-04 zone; cantilever left and right exposed * •% porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to.prevent water ponding. �'11 4) All plates are MT20 plates unless otherwise indicated. : •. TE OF .• � Z 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 • �(/ �� 6) * This truss has been designed for a live load of•20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �i T• •�� Q`; ����� will lit between the bottom chord and any other members. ��j�S1 •••: R .••�`(j ems' 7) Refer to girder(s) for truss to truss connections. �I� ts/ �` ��1. 8) Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 100 lb uplift at joint(s) except Gt=lb) 1/11141111110, N A�.� 2=289, 15=1030, 10=644. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Walter P. Rnn PE No:P2839 MITek USA, Inc. FL Weft 6634 6904 Parke East Blvd. Tampa FL 33610 . . Date: July 8,2019 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE: * Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a.truss system. Before use; the building designer must verity the applicability of design parameters: and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent.buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MITBK• Is always required for stability and to prevent.collopse with possible personal Injury and property damage. For general guidance regarding the: ' fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdtetla, DSB.89 and SCSI BuBdIng Component_ 6904 Parke East Blvd. Safety Inlounatlanavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T17535B41 507612 At 7: Hip 1 1 Job Reference (optional) I IDDeUS Lumber uo, r-eim bay, I-L -2-0-0 .7-4-11. 4-4-6 9-0-0 0 5.00 F12 u.zvu s uun o zu1 a rvn 1 eK 1nuuswes, Inc. 1vion uu1 n 1 i ;ue;ze zu ro rage 1 I D:CzW wz_MkQRnJgCFdYyNj Ugzu43o-ZzfvGjoyl_mueD Pnwl ?i C7W fpayDodP4N71 VsOz_8hB 1 18-8-8 24-11-0 31-1-8 37-4-0 - 43-2-0 5-10-8 6-2-8 - 6-2-9 6-2-8 5-10-0 - Scale = 1,77.6 5x6 = 2x4 11 3x4 = 5x6 = 4x4 = 5x6 = 22 21 .4x4 = 17 16 15 14 13 12 4x8 = 7x8 .46 I 6x8:= 6x8 MT20HS= 5xB = 3x6 II 1-s-1a it-4-11 4-4-6 9-0.0. 12-6-0 12iiq-0 20-9-5 29-0-11 W-4-0 43-2-0 i 1-4-11 2-9-9 4-7-10 3-6-0 0 4 0 7-11-56-3-5 5-10-0 . 0-2-2 Plate Offsets (X,Y)-- [2:0-0-0,0-0-71, [3i0-3-8,Edge1, [5:0-3-0,0-2-41,[8:0-3-0,0-3-01,.[1.0:0-3-0;0r2-41, [15:0-0-12,0-2-81, [16:0-3-0,0-0-01, [18:0-2-8,0-2-81, [22:0-0-11,0-1-101 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well. Ud PLATES GRIP TCLL 20.0 _ Plate Grip DOL 1.25 TC' 0.71 Vert(LL) -0.39 14-15 >999 360 Mt20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.76 14-15 >654 246 MT20HS 187/148 BCLL 0;0 ' Rep Stress Incr YES WB 0.97.., Horz(CT) 0.20 12 n/a n/a. BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.53 14-15 . >949 240 Weight: 241 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purlins, 1-5: 2x4 SP SS except end verticals, and 2-0-0 oc purlins (2-9-1max.): 5-10. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-1-15 oc bracing. Except: WEBS 2x4 SP No.2 10-0-0 oc bracing: 16-18 WEDGE WEBS 1 Row at micipt 15-18, 9-13 ... Left: 2x4 SP No.3 REACTIONS. All bearings 1-6-13 except.ot=length) 12=Mechanical. (lb) - Max Harz 2=144(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 2=-2304(LC 1), 22=-1824(LC 12), 12=-652(LC 12), 2=-2304(LC 1) Max Grav All reactions 250 lb or less at joint(s) except 2=901(LC 12), 22=4150(LC 1), 22=4150(LC 1), 12=1458(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 2-3=-2604/4009; 3-4=-416/246, 4-5=-2529/1505, 5-6=-3500/2147, 6-7=-3439/2118, 7-8=-3556/2147, 8-9=-3307/2046, 9-10=-1828/1230, 10-11=-2041/1254, 11-12=-1409/948. BOT CHORD 2-22=-3485/2193, 21-22- 3891/2456, 20-21— 1173/777; 4-20=-1137/806, 19-20=-614/887, 18-19=-1289/2292, 6-18=-269/306, 15-16=-151/412, 14-15=-2090/3607, 14=-1820/3085 ,,�/11111111�,� 'r0i� 13 �� ER P F /��"�ji WEBS 3-22=-3575/2312,3-21=-2742/4311,4-19=-767/1490,5-18=-917/1550,15-18=-1971/3288, ,�� ``p.�•,.••••.• E N.S •• -V 7-18= 324/187, 7-15=-256/288, 8-14=-432/328, 9-14=-141/526, 9-13— 1537/906, ♦ V; . �.Ci I� 10-13=-120/511, 11-13=-1012/1817F•••. NOTES- NO 22839 •% 1) Unbalanced roof live loads have been considered for this design. *' 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-3-2; Intedor(1) 2-3-2 to 9-0-0, Extedor(2).9-0-0 to •� � 15-1-4, Interior(1) 15-1-4 to 37-4-0, Exterior(2) 37-4-0 to 43-0-4 zone; cantilever left and right exposed;;C-C for members and forces, �, •. A F ••� •� & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to water �s •. : �% Q' •� prevent ponding. • 0 ��%�� ,�j 4) All.plates are MT20 plates. unless otherwise indicated.. is '�� :: •'•••`�% 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. *This IS truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections.' Walter R'Rnn PE No22839 8) Provide mechanical connection (by others) of truss to,bearing plate capable of withstanding 2304 lb uplift at joint 2, 1824 Ito uplift at MITek USA Inc. R. Cart 6634, - joint 22, 652 lb uplift at joint 12 and 2304 Ito uplift at joint 2. 6904 Parke East Blvd. Tampa R.33610 . 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Date: 10) This truss has large uplift reaction at jt. 2 from gravity load oase(s). Proper connection is required to secure truss against upward Ally 8,2019 movement at the bearings. Buildina desianer must Dravida for uplift reactions indicated. Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 117II-7473 rev. 1010&2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not " a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent,buckling of individual truss.web and/or chord members only. Additional temporary and permanent bracing . MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the .:. . fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSViPII Qua1By Criteria, DSB-89 and BCSI Bulding Component 6904 Parke East Blvd. Safety Informationovoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 ob Truss Truss Type ty y ' T17535842 507612. - A18 ROOF SPECIAL GIRDER 1 2 Job Reference (optional) nooeas wmoer moo, rarm oay, r�, . o.cYu s may io cu i a rv" i en muusuie.. uiu. mun uui o i... . �� �� Faye , - - I D:CzW wz_MkQRnJgCFdYyNj Ugzu43o-S2oAc2we_RMSEXjXd7xcBXRDR31x91 W vpR4HiBz_8_W -2-0=0 i 2-6-0 7-0-0 12-10-0 19-4-10 - i 26-1-0 32-9-6 39-4-0 39r11-0 43-2.0 i 2-0-0 2-6-0 4-6.05-10-0 6-6-10: 6-8-6 6-8-6 6-6-10 0-7- 0 . ... - . .. .. Scale=.1:76.5 5.00 rl2 8x8,— :3x6 II- 8x8 3x6 II 8xB = Bx8 = co 0 4x8 = 21 20 NOP2X STP = 2x4 II 5x6 = 2x4 II . . 17 16 42 43 ' 15 44 45 46 47: 14 48 49 50 13 51 52 53 12 54 11 8x10 = 6x8 MT20HS = 6x12 MT20HS = 6x6 = 4x6 = 3x6 11 4x4 II 2-6-02- - -0 7-0-0 12.6-0 12 1 -0 19-4-10 26-1-0 32-9-6 39-4-0 39 1 -0 43-2-0 2-6.0 0-4-0 4-2-0 'S-6-0 0-4-0 6-6-10. 6.8-6 6-8-6 6-6-10 0-7- 3-3-0 _ Plate Offsets (X,Y)-- [1:0-0-3,Edge], [4i0-4-0,0-5-8], [6:0-2-12,0-6-0], [8:0-4-0,0-6-0], [15:0-3-8,0-2-01, [18:0-3-0,0-2-12] LOADING (psf) SPACING- 2-0=0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.67 14-15 >759 360 MT20 244/190 TCDL 7.0:. Lumber DOL.. . .1.25 BC.. 0.88:. Vert(CT) . -1.27 14-15 >401 .240, .. MT20HS . .187/143 BCLL 0.0 ' Rep Stress Incir NO WB 0.631 Horz(CT) 0.44 11 n/a n/a, BCDL 10:0 Code FBC2017fTP12014 Matrix-S Wind(LL) 0.95 14-15 >534 240 Weight: 574lb FT=20% LUMBER- BRACING - TOP CHORD 2x8 SP No.2 "Except' TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins, : 1-4: 2x8 SP DSS, 9-10: 2x6 SP No.2 except end verticals, and 2-070 cc purlins (4-1-9 max.): 4-10. BOT CHORD 2x4.SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-1-5 cc bracing. Except: 3-18,14-17,11-14: 2x4 SP SS 1070-0 cc bracing:16-18 WEBS 2x4 SP No.2 *Except* 15-18: 2x4 SP SS REACTIONS.: (lb/size) 1=3232/0-8-0, 11=3573/Mechanical Max Horz 1=151(LC S) Max Uplift 1- 1520(LC 8), 11=-1713(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2174/926, 3-4=-10993/4925, 4-22=-14700/6978, 2243=-14700/6978, 5-23=-14700/6978, 5-24=-14325/6819, 24-25=-14325/6819, 25-26= 14325/6819, 6-26=-14325/6819,.6-27=-11635/5425, 27-28=-11635/5425, 28-29=-11635/5425, 7-29=-11635/5425, 7-30=-11635/5425, 30-31=-11635/5425, 31-32=-11635/5425, 32-33=-11635/5425, 33-34=-11635/5425, 8-34=-11635/5425, 8-35=-8919/4185, 35-36=-8920/4185, 36-37=-8921/4186, 37-38=-8923/4186, 9-38=-8923/4186, 9-39=-3365/1628, 10-39=-3376/1625, 10-11=-3465/1621 BOT CHORD 1-21=-256/517, 3-19=-4799/9978, 19-40=-4791/9932,'40-41=-4791/9932, 18-41=-4791/9932, 16-18='0/265, 5-18=-295/415, 16-42=-464/1154, 42-43=-464/1154, 43-44=-464/1154, 15-44=-464/1154, 15-45=-5633/12045, 45-46=5633/12045, 46-47— 5633/12045, 14-47— 5633/12045, 14-48=-4235/9010, 48-49= 4235/9010, 49-50=-4235/9016, 13-50=-4235/9010, 13-51=-1817/3782, 51-52=-1817/3782, 52-53=-1817/3782, 12-53=-1817/3782 WEBS 4-19=-1181714, 4-18=-2295/5093, 15-18=-5182/10952, 6-18_ 1281/2456, 6-15=-1432/1009, 6-14=-451/265, 7-14=-675/603, 8-14=-1297/2895, 8-13=-1824/1178, 9-13=-2569/5592, 10-12=-2218/4627. 9-12=-2791 /1315 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x8 = 2 rows staggered at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 cc.' Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back'(B) face in the LOAD CASE(S) section. Ply to . ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=.160mph-(3-se6ond gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=43ft; eave=5ft; Cat. 11;. Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding., - 6) All plates are MT20 plates unless otherwise indicated. y ,,olER'P No 22839 • r 13 44�:O F i0' XN • P •. Walter R'Rnn PE No.22839 MITek USA",Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 8,2019 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 1010312015 BEFORE USE: ' Design valid for use only. with MITek® connectors. This design is based only upon parameters' shown, and is for an Individual building component, not �v a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, ,Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing pp A� , IV1� lT8k" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the: . fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1P11 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Informationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 JoTruss Truss Type ty y " T17535842 507612 . A18 ROOF SPECIAL GIRDER 1 2: Job Reference (optional) 111MUs Lumber G0, valm day , I-L: d.Z4U S may 13 zui a ml i eK inausmes, inc., man jui d 1 z:bt:ui zui v rage z ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-S2oAc2we_RMSEXjXd7xcBXRDR3lx91WvpR4HiBz_8_W .. NOTES- 7) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 1 considers parallel,to grain value using ANSI/TPI.1 angle.to grain formula: Building designer should verify capacity.of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1520 lb uplift at joint 1 and 1713 lb uplift at joint 11. 12) Graphical.purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 378 lb'down and 368 lb up at 7-0-0, 137 lb down and 1361b up at 9=0-12, 137 lb down and 136 Ib.up at 11-0-12, 139 lb down and 163 lb up at 13-0-12, 139 lb down and 163 lb,up at 15-0-12, 139 lb down and 163 lb up at 17-0-12, 139 Ib down and 163 lb up at 19-0-12, .139 lb down and 163 lb up at. 21-0-12, 139 lb down and 163 lb up at 23-0-12, 139 lb down and 163 lb up at 25-0-12, 139 lb down and 163 lb up at 27-0-12, 139 lb down and 163 lb up at 29-0-12, 139 lb down. and 163 lb up at 31-0-12,.142.Ib down and 175 lb up at 33-0-12, 136 Ib down and 168 lb up at 35-0-12, 122 lb down and 132 lb up at 37-0-12, 103 lb down and 71 lb up at _39-0-12, and 308 lb down"at 41-0-12, and 89 lb down and 68 lb up at 43-0-4 on top chord, and 246 lb down and 105 lb up at 770-0, 81 Ib down and 25 lb up at:970-12, 80 lb down and 25 lb up at _11-0-12, 85 lb down at 12-11-12, 85 lb down at 15-0=12, 85 lb down at 17-0-12, 85 lb down at 19-0-12, 85 lb down at 21-0-12, 85 lb down at 23-0-12, 85 lb down at 25-0-12, 85 Ib down at 27-0-12, 85 lb down at 29-0-12, 85 lb down at 31-0-12, 88 lb down at 33-0-12, 88 lb down at 35-0-12, 95 lb down and 46 lb up at 37-0-12, 138 lb down and 95 Ib up at 39-0-12, and 60 lb down and 258 lb up at 41-0-12, and 145 lb down and 41 lb up at 43-0-4 on bottom chord. The design/selection Of such connection devices) is the responsibility of others. LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-10=-54, 1-21=-20, 20-21=-20, 3-18=-20, 16-17=-20, 11-16=-20 Concentrated Loads (lb) Vert: 11 =- 1 38(B) 18=-58(B) 5=-108(B) 19=-239(B) 4=-277(B) 13=-67(B) 10=-78(8) 22=-96(B) 23=-96(B) 24=-108(B) 25=-108(B) 26=-108(B) 27=-108(B) 28=-108(B) 29=-108(B) 30=-108(B) 32=-108(B) 34=-108(B) 35=-116(B) 36=-108(B) 37=-82(B) 38=-39(B)39=-148(B) 40=-75(B) 41=-75(B) 42= 58(B) 43= 58(B) 44=-58(B) 45=-58(B) 46=-58(B) 47=-58(B) 48=-58(B) 49=-58(B) 50=-58(B) 51=-69(B) 52=-95(B) 53=-138(B) 54=-60(B) ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED m TEK REFERANCE PAGEMIP7473 rev. 1W/=015 BEFORE USE: Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and, Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent.buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MI W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the, fabrication; storage, delivery, erection and bracing of Trusses and truss systems, seeANSVIPIT GualByCrDS8�9 and SCSI Bu9dinp Component: 6904 Parke East Blvd.. . Safety Informatlonovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 229Barla, 14. Tampa, FL 33610 Job Truss Truss Type Qty Ply T17535843 507612 B1 HIP GIRDER 1 1 Job Reference (optional). I IDOeRs LUmoer Loa, t'alm Cay, , t-L d.'L41J, S Jun d GUl u MI I eK industries, Inc. mog JUI t3 11:UU:4U ZUl U rage l I D:CzW wz_MkQRnJgCFdYyNj Ugzu43o-ROQrgu27LRQvfS W pfxtyYZuGp2DGDJOACuc65gz_8gs 2-0-0 7-0-0 11-5-0 15-10-0 22-10-0 , 24-10-0 2=0.0 7-0-0 4.5-0 ". 4-5-0 7-0.0 2-0-0 Scale = 1:44.1 -6x6 2x4 11 6x6 = 5x6 = 2x4 II 5xB = 2x4 11 5x6 = 7-0.0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL :1.25 Rep Stress Incr NO Code FBC2017fTP12014 CSI. TC 0.69 BC . 0.61 WB 0.22 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) LUMBER- BRACING - TOP CHORD 2x4 SP SS `Except TOP CHORE 3-5: 2x6 SP No.2 BOT CHORD 2x4 SP SS BOT CHORE WEBS 2x4 SP No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1758/0-8-0; 6=1756/0-8-0 Max Horz 2=120(LC 24) Max Uplift 2=-925(LC 8), 6=-925(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3419/1557, 3-4=-3775/1822, 4-5=-3775/1822, 5-6==3419/1557 BOT CHORD 2-10=-1262/3072, 9-10==1264/3054, 8-9=-1264/3054, 6-8=-1262/3072 WEBS 3-10=0/518, 3-9=-443/963, 4-9=-721/58b, 5-9=-443/963, 5-8=0/518 in (loo) I/defl Ud PLATES. GRIP -0.15 8-9 >999 360 MT20 244/190 -0.29 9-10 >943 240 0.09 6 n/a n/a 0.21 9-10 >999. 240 Weight: 113 lb FT = 20% Structural wood sheathing directly applied or 3-0-2 oc purins, except 2-0-0 oc purlins (8-6.12 Max:): 3-5. Rigid ceiling directly applied or5-11-2 oc bracing. " NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18;.MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 9) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for alive load of:20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 925 lb uplift at joint 2 and 925 lb uplift at joint 6. 8) Graphical purlin representation. does not depict the size or the orientation of the purlin along the top and/or bottom chord. . 9) Hanger(s),or.other;connection device(s) shall be provided sufficient to support concentrated load(s) 21.7:lb down and 321 lb up at 7-0-0; 139 lb down and 163 lb up at' 9-0-12, 139 lb down and 163 lb up at 11-0-12, 139 lb down and 163 lb up at 11-9-4, and 139 Ib' down and 163 lb up at 13-9-4, and 217 lb down and 321 lb up at 15-10-0 on top chord, and 351 lb down and 101 lb up at 7-0-6, 85 lb down at 9-0-12, 85 lb down at. 11-0-12, 85 lb down at 1119-4, and 85 lb down at 13-9-4, and 351 lb down and 101 lb up.at 15-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section; loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1:25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 11-14=-20 tit 1111111,vi No 22839 41 Walter KRnn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 PaFke East Blvd. Tampa R- 33610 Date: July 8,2019 & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, .and is for an Individual building component, not �` a truss system. Before use, the building designer must verify the applicability of design parometers.and properly Incorporate this design Into The overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always required for stability and to preventcollopse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality CAtarla, DSB49 and BCSI Building Component 6904 Parke East Blvd.. Safety Informallonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply i T17535843 507612 B1 HIP GIRDER 1 1. Job Reference (optional) I IDDettS Lumber uo, valm bay , t-L U.M. s Jun is LUl u MI I eK Industries, Inc. Man Jul is I1:U8:4s 2U1 U rage 2 ID:CzW wz_MkQRnJgCFdyNiUgzu43o-ROQrgu27LRQvfSW pfxtyYZuGp2DGDJOACuc65gz_8gs LOAD CASE(S) Standard Concentrated Loads (lb) Vert:3=-170(B) 5=-170(B) 10=-300(B) 8=-300(B) 17=-108(B) 19=-108(B) 20=-.108(B) 22=-108(B) 23=-58(B) 24=-58(B) 25=-58(B) 26=-58(B) 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1WO312015 BEFORE USE. - Design valid for use only with Mfrek® connectors, This design Is based only upon parameters shown, and is for an Individual building component, not � o.truss system. Before use; the building designer must verify the applicability of design porameters.and properly Incorporate this design into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing . MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSViPII Qualify Criteria, DSB-89 and SCSI Building Component' 6904 Parke East Blvd.. , Safety Infolrrratbrravallable from Truss Plate Institute, 218 N. Lee Street, Suite' 312, Alexandria, VA 22314• Tampa, FL 33610 Job Truss Truss Type Oty Ply T17535844 507612 B2 Hip 1' 1 Job Reference (optional). I IbbettS Lumber Uo, ralm bay r rL 20-0 475 9 2-0-0 4-7-5 4- i 5x6 = 4 .� n.z4u s JUn 0 Zu l e IVII I eK 1nausines, :dYyNjUgzu43o-vC_DuE3m6kYmHc4 18-2-11 4-4-11 5x6 = no. Manuui a 11:ua:44euia rage r )CfOB5mRR6S W dyoJ KRYMgd7z_Bgr 22-10-0 24-10-0 4-7-5 2-0-0 Scale='1:44.1 c m v IT 9 0 4x4 = 5xB = 3x4 = 44 = LOADING (psf) SPACING- 2-0-0. _ CSI. DEFL. in (lob) I/dell Ud PLATES GRIP TCLL 2070 Plate Grip DOL 1.25 TC= 0.66 Vert(LL) -0.13 9-16 >999 360. MT20 244/190 TCDL 7.o Lumber DOL 1.25 BC 0.73. Vert(CT) -0.27 9-16 >999 240 BCLL . 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.13 9-10 >999 240 Weight:111 lb FT=20% LUMBER- BRACING - TOP CHORD. 2x4 SP No.2 TOP CHORD' Structural wood sheathing directly applied or 4-4-6 oc purins, except BOT CHORD- 2x4 SP No.2 2-0-0 oc purlins (5-1-2 max.): 4-5. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-3 oc bracing. REACTIONS. (lb/size) 2=956/0-8-0, 7=956/0-8-0 Max Harz 2=-146(LC 10) Max Uplift 2=-531(LC 12), 7=-531(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250.(lb) or less except when shown. TOP. CHORD 2-3=-1572/1027, 3-4=-1314/828, 4-5=-1160/834, 5-6— 1312/828, 6-7=-1571/1027 BOT CHORD 2-10=-797/1399, 9-10=-544/1160, 779=-833/1399 WEBS 3-10=-280/318, 4-10=-27/312, 5-9= 46/312, 6-9=-282/318 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph'(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp. C;,Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-11-5, Interior(1) 0-11-5 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 13-10-0, Exterior(2) 13-10-0 to 18-0-15, Interior(1) 18-0-15 to 24-10-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber. DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. ,��ERP I. . 4) All plates are MT20 plates unless otherwise indicated. �%%� p.•G 5). This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� V; . E•N S+ ••.� y ��� 6) • This truss has been designed for a live, Load of 20.0psf on the bottom,chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. LVO 22839 7) Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 531 lb uplift at joint anupat joint 7.. ... it 2d 531 lb _ +. *,: •: *: r 81 Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13 : T E OF : 41I O •. ., % 0. T ,A� lo O ; Q;,, NAB Walter R Rnn PE No22839 MiTek USA, Ino. FL Cett 6634 6904 Parke East Blvd. Tampa R. 33610 Date: July 8,2019 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 1WO312015 BEFORE USE. Design valid for use only -with. MITek® connectors, This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, .Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . MiTek* Is always required for stability and to prevent. collapse with possible personal Injury and property damage. For general guidance regarding the: . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPl1 Ouallly Criteria, DSB$9 and BCSI Buedtng Component .. 6904 Parke East Blvd... . Safety Informationavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply ' •T17535845 507612 B3. Hip q1 1 Job Reference (optional) 1 IDDettS LUMDer L;o, ralm bay, rL 0.44U Stun 0 ey I U IVII I eK Inauslnes, Inc. IVIun Jul 0 1 I;uu;90 LV 1 U raye I ID:CzW wz_MkQRnJgCFdYyNj Ugzu43o-NPYb5a4Ot2gdumfCmMwQe_zfKsu7hC?TgC5D9zz_8gq 2-0-0 5-7-5 11.0-0 17-2-11 _ 22-10-0 24-16% 2-0-0 5-7-5 5-4-11 11-10-p -10- 5-4-11 5-7-5 2. Scale = 1:44.1 i1 5x6 = 5x6 = .4 5 3x4 = 2x4 11 5x6 = 3x4 = - 2x4 11 3x4 = 5-7-5 m T 0 c LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.08 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.16 9-10 >999 ' 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.11 9-10 >999 240 Weight: 114lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins, BOT CHORD 2x4 SP No.2 except WEBS 2x4 SP No.2 2-0-0 cc purlins (5-84 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 6-11-14 oc bracing. REACTIONS. (lb/size) 2=956/0-8-0, 7=956/0-8-0 Max Harz 2=-173(LC 10) Max Uplift 2=-531(LC 12.), 7=-531(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1575/873, 3-4— 1155/720, 4-5=-1002/713, 5-6=-11541720, 6-7=-1575/873 BOT CHORD 2-12=-655/1395, 11-12=-655/1395, 10-11=-378/1002, 9-10=-691/1395, 7-9=-691/1395 WEBS 3-11=-477/346, 4-11 =- 122/270, 5-1 0=-1 22/270, 6-10=-479/346 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-11-5, Interior(1) 0-1175 to,11-0-0, Exterior(2) 11-0-0 to 16-0-15, Interior(1) 16-0-15 to 24-10-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to.prevent water ponding. 4) All. plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a -live load of 20.0psf on the bottom chord in all areas where a. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any:other members. 7) Provide mechanical connection (by others_) of truss to bearing plate capable of withstanding 531 lb uplift at joint 2 and 531 lb uplift at joint 7. 8) .Graphical pudin representation does not depict the size or the.orientation of the p6din along the top and/or bottom chord. . 0�0�.ER'P.I • NO 22839 •• .cam 00 TE- OF 44/ 00 Walter P.'Rnn PE No;22839 MITek-dSA,.lnti. R- Ceit 6634' 6904 Paike East Blvd. Tampa R. 33610 Date: July 8,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1at=015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, anc Js for an Individual building component, not a.truss system. Before use, the building designer must verify the applicability of design parometers.and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW.: Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN5VrP11 Guallty Cifforla, DSB-89 and SCSI Building Component. 6904 Parke East Blvd., Safety Informationovoilable from Truss Plate Institute, 218 N. Lee Street, Suite' 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T17535846 507612 134 Common 5 1 Job Reference (optional)-: I moms Lamoer uo, ralm [Say , rL , , tl.z4u S Jan b zyi u MI I eK Inausines, Inc. mon Jul b 11:ua:4b zuiu rage i ID:CzWwz_MkQRnJgCFdYyNiUgzu43o-sb6_lw5OeMoUWwEOK4RfABW p_FEPQhOcvsmh?z_8gp 5.9-13 11-5-0 17-0-3 22-10.0 24-10-0 2-0-0 r 5-9-13 5-7-3 5-7-3 5-9.13 2-0-0 Scale = 1:43.4 so 4x4 4 4x4 = 5x6 = 3x4 = 4x4 = Plate Offsets (X,Y)-- [2:0-0-0,0-1-71, [9:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)• I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,57 Vert(LL) -0.10: 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL : 1.25 BC 0.58 Vert(CT) -0.21 8-9 >999 240 BCLL . 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.05 . 6 n/a n/a. BCDL 10.0 Code FBC2017/TP12014 Matrix -MS W ind(LL) 0.14 84 - >999 240 Weight: 104 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-14 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD 'Rigid ceiling directly applied or 7-1-14 oc bracing.. . WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=956/0-8-0, 6=956/0-8-0 Max Harz 2=178(LC 11) Max Uplift 2=-531(LC 12), 6=-531(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 25.0 (lb) or less except when shown. TOP CHORD 2-3=-1567/836, 3-4=-1384/774, 4-5=-1384/774,.5-6— 1567/836 BOT CHORD 2-9= 604/1388, 8-9=-337/952, 6-8=-653/1388 WEBS 4-8=-202/477, 5-8=-300/323, 4-9=-202/477, 3-9=-300/323 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il Exp C; Encl., GCpi=0:18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-11-5, Interior(!) 0-11-5 to.11-5-0, Extedor(2) 11-5-0 to 14-5-0, Interior(1) 14-5-0 to 24-10-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless.otherwise indicated. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and. any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 531 lb uplift at joint 2 and 531 lb uplift at joint 6. ����ER'P I F ���i �% Q`�; .. • � G E N s ,� • v :• 40 :•• No 22839 ' .� A F • 4J 00 O . •k/ 40 �y�c�` O R l N Walter R Inn PE No22839 MiTek USA, Ind. FL dirt 6f34 6904 Parke East Blvd. Tampa FL 33610 Date: July 8,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE M11-7473 rev. f0/03/20r5 BEFORE USE.�� Design valid for use only with MITek® connectors, This design is based only upon parameters'shown, and is for on Individual building component, not a truss system, Before use; The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporaryand permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSV1PII Quality Cdtedo, DSO-69 and SCSI Building Component. 6904 Parke East Blvd.. . Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T17535847 507612 BS . Common 1 1. ' Job Reference (Optional) I IDpetts Lumber GO, raim tray, I-L 6.24u S Jun ti dtl 2o19 MI I eK Inslnes, Inc. Mon Jul 6 11:O9:47 ZU15 rage 1 ID:CzWwz_MkQRnJgCFdYyNj Ugzu43o-KngMW G5ePfwL83pbunyuj P215ffl97W m7W aKERz_Bgo 1 -3-0 :.6-9-9 : 13-0-0 . 2-3-0 4.6-0 6-3-0 5.00 F12 4x6 = Scale = 1:32.6 .. - 2 - - - - 2x4 rn oP 0 - 8 7 3x6 = 6 2x4 11 2x4 II 3x6.11 L 2-11-0 6-9.0 13-0.0 2-.11-6 3.10-0 1 6.3-0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25' TC 0.35 Vert(LL) -0.03 6-11 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL. 1.25 BC 0.28 Vert(CT) -0.06 6-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 6.21 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.03 6-11 >999 240 Weight:71 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-7: 2x6 SP No.2 SLIDER Right 2x4 SP No.2 1-6-0 REACTIONS. All bearings Mechanical except (jt=length) 7=0-6-0, 6=0-6-0. (lb) - Ma ,Horz 8- 193(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 8, 6 except 5=-189(LC 12), 7= 353(LC 12) Max Grav All reactions 250 lb or less at joints) 8, 6 except 5=358(LC 1), 7=522(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-367/413 BOT CHORD 6-7=-266/332, 5-6=-266/332 WEBS 3-7=-496/618 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4:2psf; BCDL=6.Opsf; h=1'5ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.; GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 5-3-0, Interior(1) 5-3-0 to 13-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) designed ,,�11111111/��' � 1* "-� ER P �. 4f This truss has been fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �%,%; E t . • �/ Ii will fit between the bottom chord and any other members, with BCDL = 10.Opsf. �� �.� `S4$ ' of • 5) Refer to girder(s) for truss to truss connections. • • No 22859 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6 except at=1b) = * �, 5=189, 7=353. •CC r � '. S i:40, Walter P. Rnn PE No22839 MITek USk.Inc. FL Wf 6634 6904 Parke East Blvd. Tampa R. 33610 Date: July 8,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI/-7473 rev. 10103,2015 BEFORE USE .Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not � a, truss system. Before use; the building designer must verify the applicability of design parameters. and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - . fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSViPII Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East B14, Safety Infonnatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T17535B48 507612 B6 . Common 4 1 Job Reference (optional) 1 IDoeRS Lumber U0, raim oay , rL o.cYu �w i o I D:CzW wz_MkQRnJgCFdYyNj Ugzu43o-KngM W G5ePfwL83pbunyuj P218fdd973m7 W aKERz_8go 230 7512 130-0 2-370 5-2-12 5-6-4 5.00 F12 5x6 = Scale = 1:32.6 2 - 1 2x4 6 7 5x6 = 3x4 = .. . 3x6 11 13.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) , I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.04 6-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.09 6-7 >999 246 BCLL 0.0 Rep Stress Incr YES WB 0.24.. Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.02 6-10 , >999. 240 PLATES GRIP MT20 244/190 Weight: 69 lb FT = 20 LUMBER- BRACING - TOP CHORD- 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0'oc purlins, BOT CHORD: 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Right 2x4 SP No.2 1-6-0 REACTIONS._ (lb/size) 5=476/Mechanical,.7=476/Mechanidal 'Max Harz 7=-193(LC 12) Max Uplift 5=-179(LC 12), 7=-248(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-597/385, 3-5= 677/356 BOT CHORD 5-6=-249/589 WEBS 2-6=-316/521, 3-6=-278/333, 2-7=-414/399 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7710; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 5-3-0, Interior(1) 5-3-0 to 13-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed.for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the:bottom chord in all areas where a rectangle 3-670 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to.girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 5=179, 7=248. `,��� •v� G E N S�;•; y ��i� No 22839 44/ .� A F O R 1. Walter R Rnn PE No22839 MITek USA,.Ine. FL Celt 6634 ' 6904' Parke East Blvd. Tampa FL 33610 Date: July 8,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MIP7473 rev, 10/03/2015 BEFORE USE, Design valid for use only, with MITek® connectors. This design Is based only upon parameters shown, and, is for an Individual building component, not a. truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" - is always required for stability and to preventcollapse with possible personal Injury and property damage. For general guidance regarding the : . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Qua[ CrBeda, DSB-89 and BCSI BuIlding Component: Safety Inlorrnatlonavailoble from Truss Plate Institute, 218 N. Lee Street, Suite'312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T17535849 507612 B7 : Hip 1 1. ' Job Reference (optional), I Ibbett; Lumber GO, Valm bay, FL - b.24U s Jun b 2u19 MI I eK InouslneS, Inc. mon JUI b I I :U9:4t1 2U19 rage 1 ID:CzWwz_MkQRnJgCFdYyN.jUgzu43o-o Dkjc6GAz2CIDOnRUT7FcbDU3wwuanvMAKtmuz_Bgn B-3-0 13-0-0 0-8-8 3-1-0 4-5.8 4-9.0 5.00 Ft2 3x4 - 5x6 - Scale = 1:27.9 i h0 7 8 3xB = 3x6 11 3x8 .11 rn v LOADING (psf) SPACING- 2-0-0. CSI. DEFL. in (loc) I/defi; Ud PLATES GRIP TCLL 20.0: Plate Grip DOL . 1.25 TC 0.31 . Vert(LL) .. -0.11 7-11 >999 360 MT20 244/190. TCDL 7.0 Lumber DOL 1.25 BC :.0.58 Vert(CT) -0.23 7-11 >674 24d BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Wind(LL) 0.01 7-11. >999: 240 Weight: 69 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0=0 oc purlins, BOT CHORD. 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. SLIDER Right 2x4 SP No.2 1-6-0 REACTIONS. (lb/size) 6=476/Mechanical, 8=476/Mechanical Max Harz 8=-193(LC 12) Max Uplift 6=-179(LC 12), 8=-248(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-343/310, 2-3=-327/298, 3-4= 405/236, 4-6=-640/457, 1-8=-462/430 BOT CHORD 6-7= 351/591 WEBS 1-7=-401/483, 4-7=-317/375 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp'C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2) 04-12 to 8-0-7, Interior(1) 8-0.7 to 13-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for. a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=179, 8=248. 6) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. (ER'P / F41 • No 22839 .0 : TE .OF �44/ i. T • A Q. ,• ,�� *'S�0 AJ E� Walter R'Rnn PE'No:22839 MiTek USA, Ind, FL Cert 6634' 6904 Pairke East Blvd. Tampa FL 33610 Date: July 8,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE'M11-7473 rev. 1WO312015 BEFORE USE. Design valid for use only.with Mlrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not o.truss system. Before use, the building designer must verifythe applicability of design parameters.ond properly Incorporate this design Into. the overall building design, Bracing Indicated is to prevent buckling of Individual truss.web and/or chord members only.- Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSIII711 Quality Criteria, DSB-89 and BCSI BuOding Component: 6904 Parke East Blvd. Safety Infonnatlonovailoble from Truss Plate Institute, 218 N. Lee Street, Suite312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T17535850 507612, C1, Half Hip Girder 1 1 Job Reference (optional) I lbbetts Lumber Go, F'alm bay, fL t1.z4U s Jun a ZUl a MI I eK Inausines, inc. Mon uui ti I 1;uu:4,d ZU I u rage i I D:CzW wz_MkQRnJgCFdYyNjUgzu43o-GAn6xy7uxHA3NNzz7C_MogBKXTBidw03bg3RIKz_8gm 2 0-0 7-0.0 13-9.4 20-10-0 0 7-0.0 1 6-9-4 --: 7-0.12 Scale = 1:38.5 it 6x6 = 3x6 11 5x6 = 4x6 = 2x4 II 6x8 46 I LOADING (psf) SPACING- 2-0-0_ CSI. TCLL 20.0 Plate Grip DOL 1.25 TC-- 0.55 TCDL 7.0 Lumber DOL 1.25 BC 0.93 BCLL 0.0 ' Rep Stress Incr NO WB 0.66 BCDL 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP SS *Except* . 3-5: 2x6 SP No.2 BOT CHORD 2x4 SP SS *Except* 6-7: 2x4 SP No.2 WEBS 2x4SPNo.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 6=1764/0-6-0, 2=1520/0-8-0 Max Harz 2=223(LC 8) Max Uplift 6=-815(LC 5), 2=-801(LC 8) FORCES. (lb) - Max. Comp./Max. Ten..- All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2882/1260, 3-4=-2762/1297, 4-5=-2739/1276, 5-6=-1578/903 BOT CHORD 2-8— 1214/2579, 7-8=-1216/2558 WEBS 3-8=0/628, 3-7=-137/321, 4-7=-907/809, 5-7=-1375/2912 DEFL. in (loc) I/dell Ud Vert(LL) -0.14 7-8 >999 360 Vert(CT) .-0.30 7-8 >828 240 Horz(CT) 0.05 6 n/a n/a Wind(LL) 0.18 7-8 >999 240 PLATES GRIP MT20 244/190 Weight: 112 lb Fr = 20%• BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10-5 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 6-0-7 oc bracing. WEBS 1 Row at midpt 5-7 NOTES-' - 1) Unbalanced roof live s have been considered for this design. 2) Windt ASCE 7-10; Vulta160mph (3 second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft;'Cat. ,ON�� ER fp II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ��. ``p.L • /ti �j 3) Provide adequate drainage to prevent water ponding. �� V • •�.G E N'S • y �� 4) All plates are MT20 plates unless otherwise indicated. ��� •• F •• ��� 5 This truss has been designed for a 10.0 sf bottom chord live load nonconcurrent with an other live loads. •: g p y • No 22839 • 6) * This truss has been designed for a live, load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide = ,* :• will fit between the bottom chord and any othermembers.. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding too Ito uplift at joint(s) except at=lb) 6=815, 2=801. 8) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �. T E :O F 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 217 lb down and 321 lb up at 4 O •. VV'""' �(/ 7-0-0, 139 lb down and 163 lb up at 9-0-12, 139 lb down and 163 Ib up at 11-0-12, 140 lb down and 163 lb up at 13-0-12, 144 lb 40�'[��••�( Q P.•" N���� down and 163 lb up at 15-0-12, 144 lb down and 163 lb up at 17-0-12, and 144 lb down and:163 lb up at 19-0-12, and 138 lb down Rand 161 up at lb 01 lb up b down down at 11b3-0-12,185 lb downtop att 15 0-12, 855 lbldown atdown 17 0-112 nd 85tlb down at 1a 19-0-12a d 90 b do n at 119-11n at 1i4 on bottom chord. The design/selection of such'corihebtion.device(s) is the responsibility of others. ff 11 U 1N 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Rnn PE No:22839 MITek11SA, Inc. FL Bert 6634' LOAD CASE(S) Standard 6904Paiiie East Blvd. Tampa FL 3361*0 Date: . July 8,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only. with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters. and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing lye ITBK• is always required for stability and to prevent. collapse with possible personal Injury.and property damage. For general guidance regarding the, . . . fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSV PII Gualtly Criteria, DSB-89 and BCSI BuBdtng Component' 6904 Parke East Blvd. Safety Infomlaflonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Ply 507612 C1 Half Hip Girder Job Reference Tibbetts Lumber Co, Palm Bay, FL 8.240 s:Jun 8 2019 MiTek Industdes,'Inc: Mon Jul 8 11:09:49 2019 Page 2 I D:CzW wz—MkQRnJgCFdYyNj Ugzu43o-GAn6xy7uxHA3NNzz?C_MogBKXTBidw03bg3RI Kz_8gm LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54,.3-5=-54, 6-9=-20 Concentrated Loads (lb) Vert:3=-170(B) 8=-300(B) 12=-108(B) 13=-108(B)14=-108(B)15=-108(B)16=-108(B)17=-108(B)18=-115(B)19=-58(B)20=-58(B)21= 58(B)22=-58(B): 23=-58(B) 24=-58(B) 25= 61(B) Job Truss Truss Type City (optional) 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE: Design valid for use only with Iv1Rek(sl connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building design. Bracing indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent.collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1P11 Quality Criteria, DSB-89 and SCSI BuYdtnp Campon®nf. 6904 Parke East Blvd. Safety Informafbravoiloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type - Qty Ply T17535851 507612 C2 Half Hip Girder 1 q 3 Job Reference (optional), t toDei[s LUnloer l,o, ralm nay , rL Mee s dun 0 ey t e IVII I ex inousines, Inc. Mon Jut o i 1 :uum i eui d rage 1 ID:CzW wz_MkQRnJgCFdYyNj Ugzu43o-CZvsMd89SuQnch7M7dOgtFDi rGxl5ssM28YXNDz_8gk 4-10-9 8-9.8 - - 4- 13-0-7 16-10-5 20-10-0 4-10-9 3-10-15 -6-1 3-8-3 3-9-15 3-11=11: Scale = 1:37.0 46 = 3x4 = 4x4 = 2x4 11 4x6 = 3x6 II 10x10 = Bx8 = 6xB = 3x12 II 4-5-11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0:0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL : 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017/TP12014 CSI. TIC 0.37 BC 0.63 WE. 0.51 Matrix -MS DEFL. in (loc)_ I/defl Ud Vert(LL) -0.12 11 >999 360 Vert(CT) -0.21 11-12 >999 240 Horz(CT) 0.05 8 n/a n/a Wind(LL) 0.17 11 >999 240 PLATES GRIP MT20 244/190 Weight: 453lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc: puffins, BOT CHORD 2x8 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-7. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=5474/0-8-0, 8=5052/0-6-0 Max Harz 1=197(LC 21) Max Uplift 1=-2707(LC 8), 8=-2633(LC 8) FORCES. (lb) -Max. Comp./Max. Ten.'- All forces 250.(lb) or less except when shown. . TOP CHORD 1-2= 12258/6143, 2-3=-11817/5999, 3-4- 11190/5730, 4-5=-8762/4520; 5.6=-4870/2528, 6-7=-4870/2528, 7-8=-4825/2531 BOT CHORD 1-12=-5791/11263, 11-12=-5791/11263, 10-11=-5635/10996, 9-10=-4455/8629 WEBS 2-11=-428/242, 3-11=-2061/4121, 4-11=-1370/2594, 4-10=-3249/1622, 5-10— 1683/3412, 5-9=5252/2692, 7-9=3501/6750, NOTES- 1) 3-ply truss to be, connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 -row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 11-3 2x4 - 2 rows staggered at 0-5-0 oc, member 4-11.2x4 - 2 rows staggered at 0-5-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated: 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL.=4:2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a:five Load of 20.Opsf on the bottom,chord in all areas where a:rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 1=2707, 8=2633. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 231 lb down and 96 lb up at 1-0-12, 231 lb down and 106 lb up, at 3-0-12, 231 lb down and 132 lb up at 5-0-12, 231 lb down and 151 lb up at 7-0-12, 289 Ib down and 161 lb, up at 9-0-12, 5499' Ib down and 2704 lb up at 9-4-4, 456 lb down and 268 lb up at ;9-11.=4, 456 lb down and 268 " lb up at 11-11-4, 456 lb down and 268 lb up at 13, 11-4, 456 Ib down and 268 lb.up at 15-11-4, and'456 lb down and 268 lb up at 17-11-4, and 87 lb down and 58 lb up at 19-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. . ER ,P , F GENS .2 . Imodo :. No 22839 : 3 . A F It Walter R'Flnn PE No.22839- MiTek USA,.Inc. FLCeft 6634' 6904 Parke East Blvd. Tampa FL 33610 Date: _ July 8,2019 ndard Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev, 1WO312015 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a, truss system. Before use, the building designer must verify the opplicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent.buckling of Individual truss web and/or chord members only,. Additional temporary and permanent bracing M ITek� Is always required for stability and to preventcollopse with possible personal Injury and property damage. For general guidance regarding the: fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quo'M� Criteria, DSB-69 and SCSI Bueding Component 6904 Parke East Blvd.. Safety Inlormationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss a Truss Type , Qty Ply T17535851 507612 C2 Half Hip Girder 1 3 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FIL 8.240 s Jun 8 2019 MiTek Industries, Inc: Mon Jul 8 11:09:51 2019 Page 2 I D:Czwwz_MkQRnJgCFdYyNjUgzu43o-CZvsMd89SuQnch7M7dOgtFDi rGxl5ssM28YXNDz_8gk LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 8-13=-20 Concentrated Loads (Ib) Vert: 12=-231 (F) 11=-5730(F)15=-231(F)17=-231(F) 18=-231(F) 19=-456(F) 20= 456(F) 21=456(F) 22=-456(F) 23=-456(F) 24=-62(F) 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE'MI1-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based ,only upon parameters shown, and.is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual Truss web and/or chord members only.. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury.and property damage. For general guidance regarding the fabrication, -storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPll Quality Criteria, DSB-89 and BCSI BuIlding Component: 6904 Parke East Blvd.. Safety Infomratlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 .. . Job Truss Truss Type - Qty Ply T17535852 507612 CJ1 Comer Jack 12 1 Job Reference o tional I IDDettS LUn1Der L:o, calm ttlay , FL a. 8.24U S Jun B 2U1 U MI I eK InausmeS, Inc. Mon Jul d l l :UU:bl ZU19 Hegel ID:CzW wz_MkQRnJgCFdYyNj Ugzu43o-CZvsMd89SuQnch7M7dOgtFDgAG2J5znM28YXNDz_8gk .2-0.0 1-0-0 2-0-0 1-0-0 4x4 = Scale = 1:8.2 LOADING (psf) SPACING- .2-0-0 CSI. DEFL. in (loc) I/defl. Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.00 7 >999 360, MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC 0.15 Vert(CT) 0.00 7 >999 240 BCLL . 0.0 Rep Stress Incr . :YES WB 0.00. Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 - 7: >999: 240 Weight: 7lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-33/Mechanical, 2=263/0-8-0, 4=-46/Mechanical Max Harz 2=92(LC 12) Max Uplift 3=-33(LC 1), 2=-331(LC 12), 4=-46(LC 1) . Max Grav 3=61(LC 12), 2=263(LC 1), 4=86(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; LUmber.DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. ��1,111111 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=Ili) SR P I 4r,I. :• No 22839 *33 TE OF ill . TV Walter R Finn PE No:22839 MITek dSA,.lnc. FL Cid 6634 6904`Parke East Blvd. Tampa R- 33610 Date: . July 8,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFER_ ANCE PAGE'MIP7473 rev. 10/03,2015 BEFORE USE: • Design valid for use only, with Mnek® connectors. This design is based only upon parameters shown, and_is for an individual building component, not a.truss system. Before use; the building designer must verify the appllcabllity of design parometers;and properly Incorporate this design Into the overall building design, .Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing . NOW always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the fabrication, -storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria. DSB-09 and BCSI Bu9ding Component: 6904 Parke East Blvd. Safety Informatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite'312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T17535853 507612 CJ1A Comer Jack 2 1 Job Reference (optional) I ibbetis Lumber Co, raim Bay, FL 8.240 s dun o cu ro rvu 1 en uruusuros, urc: M0.11 .rw o 1 1.09.54 M 19 rage I ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-gITFZz9nDCYeEdYgKY3QSmsggQ7gQl VHol5vfz_Bgj ' -2-0-0 2-0-0. 1-0.0 Scale = 1:6.2 .3 1-0-0 1-0-0 LOADING (psf) 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES_ GRIP TCLL 20.0 -..:SPACING- Plate Grip DOL : 1.25 TC 0.43 Vert(LL) - 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC 6.05 : Vert(CT) 0.00 5 >999 - 240 BCLL 0.0 ' ' Rep Stress jncr YES W B .: 0.00.. Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 6lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc puriins. BOT CHORD 2x4 SP No.2 REACTIONS / I BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. (Ib/s¢e) 2=261/0-8-0, 4=-, Mechanlca Max Harz 2=64(LC 12) Max_Uplift 2=-332(LC 12), 4=-79(LC 1) Max:Grav 2=261(LC 1), 4=150(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.. NOTES- 1) Wind: ASIDE 7-10; VuIt=160mph (3-second, gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces &, MW FRS.for reactions shown; Lumber.DOL=1.60 plate grip DOL=1.60: 2) All.plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has,be.en designed for a live load of.20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit, between the bottom chord and any other members. Refer to 6) Provide mechanicalrconnection b uss to truss connections: truss to bearinglate ca able of withstanding 100 lb uplift at hints 4 except t—Ib ���,,,,""'+r'���I 2=332. (y ) P P 9 P 1 () P G —) �-(>yR P, :• ;� No 22839 . �� O R,�P• Nam,.` S N WalterP.'Rnn PE No;22839 MITek USA .Ina. R. Wert 6634 6904 Parke East Blvd. Tampa FL 33610 . Date: July 8,20 9 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. IW03/2015 BEFORE USE. Design valid for use only. with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters, and properly Incorporate this design Into the overall building design. -Bracing Indicated is to prevent.buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing NOW. Is always required for stability and to prevent.collopse with possible personal Injury and property damage. For general guidance regarding the . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrP11 Quail Criteria, DSB-89 and BCSI Building Component y14. 6904 Parke East Blvd. Safr ty Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 Tampa, FL 33610 Job Truss Truss Type Qty Ply T17535854 507612 CJ3 Comer Jack 8 1 Job Reference (optional) - I IbbettS Lumber L:o, calm Hay, FL U 24U S JUn t1 zui v MI I eK Industries, Inc: Mon JUl t1 l l:uu:az zuit? rage i . . ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-gITFZz9nDCYeEriYgKY3QSmrwgP_gQi V.Ho15vf2_8gi -2-0-0 3-0-0 2-0.0 3-0-0 Scale = 1:12.4 3x4 = 3.0-0 3-0-0 Plate Offsets (X,Y)-- [2:0-0-0,0-0-11] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.G Plate Grip DOL - 1.25 TC 0.48 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC- 0.12 Vert(CT) -0.01. 4-7 >999 240 BCLL . ..0.0 Rep Stress ]nor .'YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MP Wind(LL) -0.01 4-7: >999. 240 Weight: 13lb FT=20/ LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD. 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. REACTIONS. (lb/size) 3=53/Mechanical, 2=259/0-8-0, 4=17/Mechanical Max Harz 2=136(LC 12) - . _ .Max.Uplift 3=-40(LC 12), 2=-240(LC 12)" Max Grav 3=57(LC 17), 2=259(LC 1), 4=48(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE:7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 13=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(?)-2=0-1.1 to 0-11-5, Interior(1) 0-11-5 to2-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated: 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) ,0,J VR P S No 22839 .T E :. OF 'o �'��''c4 p RIV P•• ♦ . s.• �••• •••.-,�.. Walter P.'Rnn PE W 22839 MlTek USA,. Ind. FCCed 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Julj 8,2019 O:WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITek8 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent,buckling of individual truss wand/or chord members only.. Additional temporary and permanent bracing IV OOW MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the. ' . .. . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIP11 Qua[ Criteria, DSB-89 and BCSI BuNding Component 6904 Parke East Blvd. Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 31 Z Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type , City Ply T17535855 507612 CJ3A- Comer Jack 2 1 Job Reference (optional) I IDoeUS Lumber L:O, vaim bay., rL a.z4U S dun a ZU1 U MI I eK InaustrleS, Inc. Mon ..ul b I I :U8:b3 ZUl y rage 1 ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-9x1 dmJAP_VgVs_HkE23lyg11:P4lcZtHeWSI eR5z_8gi -2-0-0 3.0-0 2.0-0 3.0-0 3x4 300 300 Plate Offsets (X,Y)-- [2:0-2-5,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc).. I/deft. L/d PLATES. GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC -vo Vert(CT) -0.00 4-7 >999 240: BCLL 0.0 '. Rep Stress Incr YES WB 0.00 .. Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017lfP12014 Matrix -MP Wind(LL) -0.01 7 >999 240 Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc purlins. BOT CHORb 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 3=49/Mechanical, 2=257/0-8-0, 4=22/Mechanical Max Harz 2=95(LC,12) Max Uplift '3- 24(LC 12), 2=-249(LC 12) Max Grav 3=49(LC 1), 2=257(LC 1), 4=45(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. . II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-8 to 0-11-2, Interior(1) 0-11-2 to 2-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1',.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. .. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the=bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. ,,>►11111111���� 6) 2 ro2vidde mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) ,,,�� �.�,�R P. • No 22639 ;CC 00. Walter P. Finn PE N6:22839 MITek USA, Inc. FL Cert 6634 6904 Patke East Blvd. Tampa FL 33610 . Date: July 8,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and, is for an individual bulldind component, not a truss system. Before use; the building designer must verify the applicability of design parameters. and properly Incorporate this design Into the overall building design, .Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek� Is always required for stability and to prevent -collapse with possible personal Injury and property damage. For general guidance regarding the, . fabrication: storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII GualM�yy Cdtado, DSB-89 and BCSI BuBding Component' 6904 Parke East Blvd. Salray Inlotmanomvoiloblefram Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty , Ply T17535856 507612 CJ3T Comer Jack 4 1. Job Reference (optional) I IDbetls Lumber uo, raim day, t-L t3.z4u s run n zui a mi i eK mausmes, mc. mon ,lui 61 T:ua:54 zui u rage i I D:CzW wz_MkQRnJgCFdYyNj Ugzu43o-d7b?_fB l 1ppMT8rxolaXVtrBP U4gIKXok6nCzXz-Bgh 200 300 2-0-0 .3-0-0 Scale = 1:12.4 4 m 5.00 12 .. 12 - - �2 v 0 6 3x4 = 2.6-0 2-10.0 -0. 2.6-0 0-4-0 0-2-1 Plate Offsets (X,Y)--[2:0-0-0,0-0-71,[3:0-6-11,0-2-41 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl _ Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 6.16 Vert(CT) -0.01. 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00.: Horz(CT) 0.01 7 n/a n/a. BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.01 5 >999 240 Weight:15lb FT=20% LUMBER- BRACING - TOP CHORD2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORb 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 4=44/Mechanical, 2=260/0-8-0,-7=37/Mechanical Max Harz 2=136(LC 12) Max Uplift '4= 16(LC 9), 2=-239(LC 12), 7=-2(LC 9) Max Grav 4=48(LC 17), 2=260(LC 1), 7=50(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.. NOTES- 1) Wind: ASCE 7=10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-11-5, Interior(1) 0-11-5 to 2-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions. shown; Lumber DOL=1..60 plate grip DOL=1.60 ...... 2) All plates are MT20 plates unless otherwise indicated. . 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for alive load of,20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. fer to truss to truss 6) Provide mlechanicalrconnection b others) tlof truss to bearing late capable of withstanding 100 lb uplift at joints 4, 7 except t-Ib ��141IrI (.Y ) 9P P 9 P 1 () P(i- ) ER' P, � E IV t No 22839do r � 13 A/�(/ AS SOP Si'••• .:..••• ' Walter R Finn PE No22839 MITek USA, Inc. FL Bert 6634' 6904 Parke East Blvd. Tampa FL 33610 . . Date: . July 8,2019 0 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE11411-7473 rev. 1WO312015 BEFORE USE.- Deslgn valid for use only with MITek® connectors. This design is based only upon parameters shown, and_Is for an Individual building component, not a truss system, Before use: the building designer must verify the Applicability of design parameters: and properly Incorporate this design Into the overall building design. ,Bracing Indicated is to prevent, buckling of individual truss web and/or chord members only.. Additional temporaryand permanent bracing . MOW. Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the: . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Qua[ Criteria, DS&89 and BCSI BuAding Component 6904 Parke East Blvd... . Safety Inlormatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. - Tampa, FL 33610 Job Truss Truss Type • City Ply T17535857 507612 CJ5, Comer Jack 8 1 Job Reference (optional): I IDDens LUMDer 110, ralm e+ay, , rL - b.Z4U s qun tl ZU7 J MI I eK Inausine5, ipc. Man Jar t5 1 i:uu:o4 zu a rage r ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-d7b?_fB11ppMT8rxolaXVtrBPU1 DIKXok6nCzXz_8gh _2 0-0 5-0-0 .. 2-0-0, 5.0-0 Scale = 1:16.9 B 3x4 = LOADING (psf) SPACING- 2-0-0 _ CS]. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC: 0.48 Vert(LL) -0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.05 4-7 >999 240. BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.04 4-7 >999 240 LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20 TOP CHORD. 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing.. REACTIONS. (lb/size) 3=110/Mechanical, 2=317/0-8-0, 4=50/Mechanical Max Hori 2=181(LC 12) Max Uplift 3=-97(LC 12), 2=-240(LC 12) Max Grav 3=115(LC 17), 2=317(LC 1), 4=88(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 13=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-11-5, Interior(1) 0-11-5 to 4-11-4 zone; cantilever left and right exposed ;C-C for members. and forces & MWFRS for reactions shown; Lumber DOL=1,.60 plate grip DOL=1.60 . 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0=0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) ' 2=240. !�P'ISR P. ............ No 2283900 A it Walter R Finn PE No.22839 MITWUS& Inc. FL Celt 6834 .6904 Parke East Blvd. Tampa R.33610 Date: July 8,2019 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE: Design volld for use only with MITek® connectors. Thls deslgn Is bdsed only upon parameters shown, and Is far an Individual building component, not �- a.truss system. Before use, the building designer must verify the appllcablllty of design parometers:and properly Incorporate this design Into. the overall building design, Bracing indicated is to prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to preventcollapse with possible personal Injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdterla, DSB-69 and BCSI Bu9dtng Component 6904 Parke East Blvd.. Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T17535858 507612 CJ5A Comer Jack 2 1 Job Reference (optional) I IDDettS LUmDer l;o, Nalm tiay , 1-l- - 8.24U s Jun 8 2ul9 MI I ek Industries, Inc. Mon Jul 8 11:09:55 2U19 [age 1 ID:CzW wz_MkQRnJgCFdYyNj Ugzu43o-SKBNB?BfW.7xC5lQ7MT5m250MmuLy1 nmxzm W I W—z—Bgg .2.0.0 5-0-0 2-0-0 5-0-0 Scale '= 1:13.8 E 4x4 = N L9 Plate Offsets (X,Y)-- (2:0-3-5,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20'.0 Plate Grip DOL 1.25 TC 0:50 Vert(LL) 0.11 4-7 >519 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0.49 Vert(CT) -0.05 4-7 >999 240 BCLL . 0.0 Rep Stress Incr YES WB 0.00. Horz(CT) -0.00 . 3 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix -MP Weight: 18 lb FT = 20%, LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=106/Mechanical, 2=316/0-8-0, 4=54/Mechanical Max Harz 2=126(LC 12) Max Uplift 3=-95(LC 12), 2=-350(LC 12), 4=-64(LC 9), Max Grav 3=106(LC 1), 2=316(LC 1), 4=84(LC 3) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C;"Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-8 to 0-11-2, Interior(1) 0-1172 to 4-11-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. er to truss to truss ions. 6) Provide de mechanicalrconnection b others) truss to bearin late capable of withstanding 100 lb uplift at joints) 3, 4 except 't—Ib (Y ) 9 P P at= ) P, 9 P P �O`��(ER.. • No 22839 0,�• •��� ,�. •• , Walter R'Rnn PE No22839 MiTek USA, Ind. FL deft 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 8,2019 WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mn-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with M7ek® connectors. This design Is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the building designer must verify.the applicability of design parameters:and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII QUOI�ty Cdtoda,"DSB-69 and BCSI Building Component. 6904 Parke East Blvd. Safety Infonnatlonovollable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22914. Tampa, FL 33610 Job Truss Truss Type , Qty Ply T17535859 507612 CJ5T Comer Jack 4 1 Job Reference (optional) t tooens uumoer to, raim Jay , rt- u.z4us dun u zu� a mi i eK inaustnes, tnc. mon dui a i i:ua:ob zui a rage l ID:CzWwz MkQRnJgCFdYyNjUgzu43o-5K8NB?BfW7xC5IQ7MT5m250M9uN61nmxzmWIW_z_Bgg -200 2-60 500 2-0-0- 2-6.0 2-6-0 Scale = 1:16.9 1H 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.04 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0.35 Vert(CT) -0.08 6 >707 240 - BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.05 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.11 6 >532 240 Weight:21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD. 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 4=99/Mechanical, 2=323/0-8-0, 5=67/Mechanical Max Horz 2=181(LC 12) Max Uplift 4=-69(LC 12), 2— 237(LC 12), 5=-2(LC 12), Max Grav 4=103(LC 17), 2=323(LC 1), 5=85(LC 3) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250.(Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp'C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-11-5, Interior(1) 0-11-5 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless.otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. er to truss to truss 6) Provide meehanicalrconnection (by others) tof truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=lb) ,%%'* 1. ER �P I :• No 22839 '� • . ;. .. �OF •. .•sN <v�. R \ O •' �?� ���. Walter P.Tinn PE No.22839 fdlTek.USA, Inc. R. Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: . July 8,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1WO312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and, is for an Individual building component, not a.truss system. Before use; the building designer must verity the applicability of design porameters:and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW OW Is always required for stability and to prevent collapse with possible personal Injury andtproperty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMIJ CualHy Crll®rla,'DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type , Qty Ply T17535860 507612 D1 Half Hip Girder 1 1 Job Reference (optional) I lapels Lumber UO, ralm nay, rL o.— a Ow 1 O LU 1 J IVII I GIB I I IU-11-, II IU. I U UI U I GU I J r ay0 I D:CzW wz_MkQRnJgCFdYyNjUgzu43o-ZW it PLCHHQ33jS?JvAc?alwUXHhymA85CQG 12Qz_8gf 7-0-0 12-6-8 7-0-0 5-6-8 Scale = 1:21.4 7x8 = 3x4 11 3x4 = ano 11 6x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC .0.69 Vert(LL) 0.23 4-5 >638 240 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC 0.50 Vert(CT) -0.18 4-5 >832 240 BCLL 0.0 Rep Stress Incr . NO WB 0.31 Horz(CT) -0.03 4 n/a n/a BCDL. 10.0 Code FBC2017frP12014 Matrix -MS Weight: 56 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc purlins, 2-3: 2x6 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 4-8-4 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row atmidpt 2-4 REACTIONS. (lb/size) 1=750/0-8-0, 4=1031/Mechanical Max Horz 1=105(LC 32) MaxUplift 1=-709(LC 8), 4=-1035(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 1945/1811 BOT CHORD 1-5= 1777/1824, 4-5— 1721/1764 WEBS 2-5=-789/847, 2-4= 1773/1722 NOTES- 1) Unbalanced roof live. loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft;,Cat. II; Exp_C;. Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 .3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has-been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the'bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=709, 4=1035. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient'to support concentrated load(§) 128 lb:down and 167 lb up at 7-0-0, and 71 lb.down and 35 lb up at 9-0-12; and 71 lb down and 35 lb.up at 11-0-12 on top chord,,and 476 lb down and 492 lb up at 7-0-0, and 201 lb down and 243 lb up at 9-0-12, and 201 lb down and 243 lb up at 11-0-12 on bottom chord., The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section; loads applied to the face. of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live. (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 2-3=-54, 4-6=-20 ,,����� ER P. �GENS• 2 . No 22839 A ♦ ONAV. /Illttltl Walter P. Rnn PE No22839 MITek USA, Ind. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 . Date: July 8,2019 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE.PAGE 11111-7473 rev. fe/03/2015 BEFORE USE. - Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _ fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSIM11 Quality Cdtorla, DSB-89 and BCSI Buliding Componont 6904 Parke East Blvd. Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T17535860 507612 D1 Half Hip Girder 1 1 Job Reference (optional) I IDDelrs Lumoer co, ralm cay, , rL o.— b —1 o ! � IVII I—11IU-11—, 111u. ,. oy' ID:CzW wz_MkQRnJgCFdYyNj Ugzu43o-ZW it PLCHHQ33jS?JvAc?alwUXHhymA85CQG12Qz_Bgf LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 2— 22(F) 5=-476(F) 10=18(F) 11=18(F) 12=-201(F)13=-201(F) & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev. 101=015 BEFORE USE. Design valid for use only with Mliek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not o:truss system. Before use; the building designer must verify the applicability of design parometers:and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quail, Warta, DSB-89 and II I Building Component: 6904 Parke East Blvd.- Safety Intormatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . City . Ply T17535B61 507612 E1 Common.Supported Gable 1 1 Job Reference (optional) I IDDBUS Lumber Cu, Palm Bay , FL o.Nu J JuF, o 40.19 1- I GIB II IJUJIIIes, Inc. IVIo I Jul o I .ua. I rage I ID:CzW wz_MkQRnJgCFdYyNj Ugzu43o-1 iG8chDw2kBwKcaW Tt7E7WTgHh4fVbREQ4?sasz_Bge 2-0-0 6-3-0 12-3-0 14.6-0 2-0-0 6-3-0 6-0-0 2,3.0 44 = Scale: 1/4"=1' 5.00 12 5 16 15 14 13 12 11 10 3x6 11 3x4 12-3-0 12-3.0 Plate Offsets (X,Y)-- [2:0-2-12,0-2-81 LOADING (psf) SPACING- .2-0=0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.03 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC .. 0.22 Vert(CT) -0.04 8-9 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 114lip FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 12-3-0. (lb) - Max Harz 16=431(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 13, 14, 12, 11 except 16=-605(LC 8), 10=-347(LC 12), 15=-578(LC 11) Max Grav All reactions 250 lb or less at joint(s) 10, 13, 14, 12, 11 except 16=681(LC 11), 15=715(LC,10). FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-821/1333, 2-3=-207/418, 3-4=-235/445, 4-5=-253/529, 5-6=-255/511, 6-7=-221/383, 7-8=-229/360, 8-10=-264/607 BOT CHORD 15-16=-481/475 WEBS 4-14=-142/335, 6-12=-130/318, 2-15=-856/836 NOTES- 1) Unbalanced roof live loads have been considered for this design.. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=2ft; Cat. ,0� �(ER P ll; Exp C: Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3)-1-10-15 to 1-1-1, Exterior(2) 1-1-1 to 6-3-0, Corner($) 6-3-0 to P�. ,:.•..., /� I� 9-3-0, Exterior(2) 9-3-0 to 14-1-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and ,S V: ��, •�G E N's �•.� %I �i� forces.& MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �� V F • • �� 3) Truss designed for wind loads in the plane of.the truss only. For studs exposed to wind (normal to the face), see Standard, Industry _ : • • . No 22839 Gable End Details as applicable, or consult qualified building designer as per ANSl1TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (Le. diagonal web). "fl 7) Gable studs spaced at 2-0-0 oc. �0 ;••• �S TAT E OF � 4U 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ♦ Q; 1 will fit between the bottom chord and any other members. ,j��V :• '9 , Q �R 1 except Q�G. `�\,�� 10) mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 14, 12,11 ..... Walter R Finn PE No:22839 MlTek USA, Ind. FL,Cert 66M 6904 I'arkefast Blvd. Tampa R. 33610 . Date: . July 8,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev, 10/03MIS BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and. Is for on Individual building component, not wit e:truss system. Before use, the building designer must verify.the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/iPll CualHy CAtetla, DSB$9 and BCSI Buedtnp Component. 6904 Parke East Blvd. Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cty Ply T17535862 507612 E2 Common 4 1 Job Reference (optional) 1 IDDeUS Lumber Go, t-aim tray, , FL ts.z4u s JUn tl zyi u MI I eK inausines, Inc. Man JUI tl 11:uv:btl zul y rage l ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-VvgWg1 EYp2Jnym9il beTfj0tP5NJE3RNfkIP6Jz_8gd -2-0-0 6=3-0 12-3-0 14-6-0 2-0-0 6-3.0 6.0-0 2-3.0 5x8 = Scale = 1:49.6 5.00 12 3 19 N 6x6 = NOP2X STP= 3x6 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 TCDL 7.0 Lumber DOL . 1.25 BC . 0.44 BCLL 0.0 Rep Stress Incr YES WB 0.33 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD. 2x4 SP N0.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 6=323/Mechanical, 8=382/Mechanical, 7=402/0-8-0 Max Horz 8=431(LC 11) Max Uplift 6=-391(LC 12), 8= 308(LC 12), 7=-198(LC 12) Max Grav 6=323(LC 1), 8=385(LC 21), 7=438(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-269/345, 2-8=-333/463, 4-6=-286/542 BOT CHORD 7-8=-283/310 WEBS 3-7=-316/332 5-3.0 DEFL. in (loc) Vdefl Ud Vert(LL) -0.08 7-8 >999 360 Vert(CT) -0.14 7-8 >607 240 Horz(CT) -0.00 6 n/a n/a Wirli 0.09 6-7 >662 240 BRACING - PLATES GRIP MT20 244/190 Weight: 94 lb FT = 20 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-10-15 to 1-1-1, Interior(1) 1-1-1 to 6-3-0, Exterior(2) 6-3-0 to 9-3-0, Interior(1) 9-3-0 to 14-1-15 zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and forces & MWFRS for. reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to'girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=39118=308, 7=198. ER-�P AS .5p E N No 22839 . � r : � $ 41/ Walter P.'Flnn PE No. Welk USA, Inc. H. Cert 6634 6904 Parke East Blvd. Tarripa Fl-33610 Date: July 8,2019 Q WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M*7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and, is for an Individual building component, not • a truss system. Before use; the building designer must verify.the applicability of design parameters and properly incorporate this design Into the overall • - building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Addltional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFP11 Quality Cdtoda, DSB-69 and SCSI BuOding Component 6904 Parke East Blvd. Safety Inforrnatlorlbvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply T17535863 507612 E3 Common 1 1 Job Reference (optional) I Ibbetts Lumber co, calm bay, rL 6.M S Jun 6 2ul y MI I eK Industries, inc., Mon Jul b l l:ug:b`J 2ul `J rage l ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-z5Ou1MFAaLReavkublAjCxY27VjgzXzXuOUzFlz_8gc 5-3-0 11-3-0 5-3-0 6-0-0 5x8 = 5.00 F12 2 3x4 NOP2X STP = NOP2X STP = 5x6 = '3x4 = 3x4 11 N N Lb LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.09 4-5 >6B4 240 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.06 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) . -0.00 4 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* 1-6: 2x6 SP No.2 REACTIONS. (lb/size) 4=222/Mechanical, 6=244/0-8-0, 5=339/0-8-0 Max Horz 6=-416(LC 10) Max Uplift 4=-243(LC 9), 6=-138(LC 12), 5=-192(LC 12) Max Grav 4=222(LC 1), 6=279(LC:18), 5=363(LC 2) FORCES. (lb) -Max. Comp;/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-246/29011-6=-200/254, 3-4=-302/375 BOT CHORD 5-6=-292/308 WEBS 2-5=-299/352, 2-6=-266/297 Scale = 1:49.6 PLATES GRIP MT20 244/190 Weight: 89 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or'6-0-0_oc. purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at micipt 2-6 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0; 2-12 to 3-2-12, Interior(1) 3-2-12 to'5-3-0, Exterior(2) 5-3-0 to 8-3-0, Intedor(1) 8-3-0 to 11-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = •1 O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 4=24316=138, 5=192. P�1 ER P �. • GE11jS' No 22839 CIC ?� TE.' OF ; �� O\�,,�� O R \ •.•. C? Walter R Rnn PE.No22839 MITBk USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 8,2019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors, This design Is based only upon parameters shown, and.ls for an Individual building component, not ❑.truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated isto prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1P11 Quality Crlferla, DS13$9 and BCSI Building Component 6904 Parke East Blvd. Safety Informallonavollable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply T17535864 507612 EJ7 Jack -Open 37 1 . Job Reference (optional) I IbbettS Lumber L;o, valm bay, rL tj.z4U s Jun b zul u MI I eK mausines, inc. man Jul tj l i:1 u:uu zul a rage i I D:CzW wz_MkQRnJgCFdYyNjUgzu43o-RHyGFi FoLfZVB3J580hy1B56W vO5i2Og72EW BBz_Bgb 2.00 700 2-0-0 . 7-0.0 Scale = 1:20.4 B 4x4 = Plate Offsets (X,Y)-- [2:0-0-12;0-1-31 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.10 4-7 >863 360 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC - 0.62 Vert(CT) -0.21 4-7 >388 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Cade FBC2017/TPI2014 Matrix -MS Wind(LL) 0.15 4-7 >556 240 Weight:-25 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=162/Mechanical, 2=384/0-8-0, 4=78/Mechanical Max Horz 2=225(LC 12) Max Uplift 3=-148(LC 12), 2= 254(LC 12) Max Grav 3=168(LC 17), 2=384(LC 1), 4=125(LC 3) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4,20sf; 13CDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-11-5, Interior(1) 0-11-5 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for, a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0=0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 3=148, 2=254. R'P,F ��` • v\G sF••• • ,do No 22839 CZ :.TE OF . 44 :O : •ki: O N Ai 'e:, Walter P.'Flnn PE No:22839 MITek.usA, Inc. FL Cert km 6904 Parke East Blvd. Tampa FL 33610 Date: July 8,2019 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MX7473 rev. l aW)2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters.and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality CrIterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd.. Safoty Inlormatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type e Qty Ply T17535865 507612 EJ7A Jack -Open 1 1 Job Reference (optional) Tibbetts Lumber GO, I'alm tray , I-L 8.24U S Jun B Zu19 MI I eK Inaustne5, Inc. Man Jul d 11:1 U:Uu ZU19 rage 1 ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-RHyGFiFoLfZVB3J580hyl855pv_Xi2Og72EW BBz_8gb 700 7-0-0 T. . c Scale = 1:19.8 4x4 = 7-0-0 7-0.0 Plate Offsets (X,Y)-- [1:0-1-4,0-1-3] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) , I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.10 3-6 >863 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.22 3-6 >370 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.18 3-6 >464 240 Weight: 23 lb FT = 20%. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=257/0-8-0, 2=170/Mechahical, 3=87/Mechanical Max Horz 1=155(LC 12) Max Uplift 1=-78(LC 12), 2=-160(LC 12) Max Grav 1=257(LC 1), 2=175(LC 17), 3=128(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=6.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . will fit between the bottom chord and any other members. \ 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection *(by others) of truss to bearirig plate capable of withstanding 100 lb uplift at joint(s) 1 except at=lb) 2=160. �R P i ♦�� �p-� ,....... ♦ yJ.• DENS. i No 22839 104 0. J� �QF .,�5'S,� fV o. \0. Walter R'Rnn PE No.22639 MITek USA, Ind. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 8,2019 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown; and is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parometers:and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p�� I IVIT Bk• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . fabrication; storage, delivery, erection and bracing of trusses and truss systems,.seeANSIM11 Quality Criteria, DSB-89 and SCSI Building Component. 6904 Parke East Blvd.. Safety Infonnaflonovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply T17535866 507612 EJ7B Roof Special 1 1 Job Reference (optional) 1100eUS LUMDer L o, ralm nay , rL o.c4y s dun o cU 1 a rvu 1 en a iuusu is, n ic. rvwn dui o . i . w.0 i cv i. ray. , ID:CzW wz_MkQRnJgCFdYyNj Ugzu43o-wUW eS2GQ6zhMpDuHijCBHMeL81NkRVJgLiz3jez_Bga 1-0-0 7-0-0 1-0-0 6.0-0 5 6 2x4 II 2x4 11 4 Scale = 1:21.2 1-0-0 6.0-0 Plate Offsets (X,Y)-- [2:0-3-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl, Lid 'PLATES GRIP TCLL 20.0 Plate Grip DOL 1. 25 TC 0,70 Vert(LL) -0.10 4-5 >857 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.22 4-5 >366 240' BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) -0.03 . 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.17 4-5 >490 240 Weight: 23lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD. 2x4 SP No.2 except end verticals, and 2-0-0 cc purins (6-0-0 max.):.1-2. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. (lb/size) 6=25 1 /Mechanical, 3= 1 62/Mechanical, 4=89/Mechanical Max Horz 6=132(LC 12) Max Uplift 6=-76(LC 12), 3=-153(LC 12) Max Grav 6=251(LC 1), 3=166(LC 17), 4=128(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-176/350 NOTES- 1) Wind: ASCE 7-10;.Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 1-0-0, Interior(1) 1-0-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 3=153. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ♦♦���,lf-R'P I F 114-i .�. No 22839 p TE OF O w �. �i�� FS . � p R ra O ♦ �♦ Walter RTInn PE 14o.22839 MITek.USA, Ind, FL Cert66Xl 6904 Parke East Blvd. Tampa FL33610 Date: July 8,2019 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03I2015 BEFORE USE. Design valid for use only with MTek® connectors, This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify.the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MBTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the, fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Quality Criteria, DSB-89 and BCSI Building Component. 6904 Parke East Blvd. Safety Informatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T17535867 507612 EJ7C Roof Special 1 1 - Job Reference (optional) I IbbettS Lumber Go, calm tray, , rL 1:1.24U s dun B 2ul u Nil I eK industries, Inc. man dUl B 1 in u:ul zui u rage 1 ID:CzW wz_MkQRnJgCFdYyNj Ugzu43o-wU W eS2GQ6zhMpDuHijCBHMePQIL2RVjgLiz3jez_Bga 3-0-0 7-0-0 c2 ur 1. 60 ci c m 5 6 2x4 4 2x4 I I Scale = 1:20.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.15 4-5 >558 360 MT20 244/19.0 TCDL 7.0 Lumber DOL 1.25 BC . 0.70 Vert(CT) -0.28 4-5 >288 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.11 3 n/a n/a BCDL. 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.25 4-5 >331 240 Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 p except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. .REACTIONS. (lb/size) 6=251/Mechanical, 3=136/Mechanical, 4= 1 15/Mechanical Max Horz 6=87(LC 12) Max Uplift 6=-86(LC 9), 3=-116(LC 12), 4=-26(LC 12) Max Grav 6=251(LC 1), 3=138(LC.17), 4=127(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1), Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-0-0, Interior(1) 3-0-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1:60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. .6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4 except (jt=lb) 3=116. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or.bottom chord. ,,�►1.11111/II�I ........ . 14k, .�\G E N 5+ i :. No 22839 Atu: �O •. . ki. i FS O .R 1..• C? O Walter P, Rnn PE No.22839 MiTek.US& Inc. FL Cert66M 6904 Parke East Blvd. Tampa FL 33610 Date: July 8,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M1I-7473 rev. f0/ V015 BEFORE USE. Design valid for use only with Mfiek® connectors. This design Is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erectlon and bracing of trusses and truss systems, seeANSU1P11 Guallly CrNurla, DSB-69 and SCSI Bulding Component, 6904 Parke East Blvd.. Safety Inlonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Qty Ply T17535868 507612 EJ7D Roof Special 1 1 Job Reference (optional) I ibbetts Lumber Go, Palm Hay, ,:FL 6.24U s Jun 6 2u19 MI i eK Inausines, Inc. Mon dul b 11:1 u:u2 2u19 rage 1 ID:CzW wz_MkQRnJgCFdYyNj Ugzu43o-Og41 fOH2tGpD RNTTG RIQgZAYpiiPAywzaMjdG4z_8gZ 5-0-0 7.0-0 5.00 .12 _ 5 6 2X4 I, 4 3x4 II LOADING (ps9 SPACING- 2-0-0 CSI. DEFL. in (loo) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.51 Vert(LL) 0.12 5-6 >657 360 TCDL 7.0 Lumber DOL . 1.25 BC 0.63 Vert(CT) -0.26 5-6 >318 240 BCLL 0.0 ' Rep Stress Incr . YES WB 0.04 Horz(CT) -0.24: 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.20 5-6 >404 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD, 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 6=251/Mechanical, 3=93/Mechanical, 4= 1 58/Mechanical Max Harz 6=43(LC 12) Max Uplift 6=-112(LC 8), 3— 55(LC 12), 4= 75(LC 12) FORCES. (lb) -Max. Comp:/Max: Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Scale = 1:20.9 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% Structural wood sheathing directly applied or 7-0-0 oc purlins, except end verticals, and 2-0-0 cc puffins (6-0-0 max.): 1-2. Rigid ceiling directly applied or 6-0-0 cc bracing.' NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding.. 3) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0-tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3, 4 except Qt=lb) 6=112. 7) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,,,IQ1111111/�,I .��, • .��.G E N s�.•7i •��� .0 22839 =-O: �cc WC ; OF 14, i 0 WalterR'Rnn PE.No.22839 MiTek USA, Ind. R.'Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date. July 8,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MifekO connectors. This design Is. based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicabllity of design porameters:and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPIi Cuallf Criteria, DSB 89 and SCSI Building Component 6904 Parke East Blvd, Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Qty Ply T17535869 507612 EVE Roof Special 1 1 Job Reference (optional) t 100ens Lumoer uo, raim tray, rL 6-8-0 6-8-0 o.e4u s Jun o eu I u IVII I eK rnausirms, mu. rviun dui o r r; i u;ua eu r a raye i ID:CzW wz_MkQRnJgCFdYyNjUgzu43o-ssdPtklgeax43X1 fgBEfMnjfx64_vog7pOSAoW z_8gY 4x45-00 112 N 5 6 4 2x4 II 2x4 II m ur c°) Scale = 1:21.8 6-8-0 0- 6-8-0 4- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.07 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.16 5-6 >520 240 BCLL 0.0 ' Rep Stress Incr . YES WB 0.07 Horz(CT) 0.37 3 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix -MS Wind(LL) 0.09 5-6 >870 240 Weight: 30lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 cc puriins (6-0-0 max.): 1-2. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. (lb/size) 6=251/Mechanical, 3=171/Mechanical, 4=80/Mechanical Max Harz 6=-7(LC 12) Max Uplift 6=-131(LC 8), 4=-219(LC 8) Max Grav 6=251(LC 1), 3=322(LC 3), 4=80(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-188/280 WEBS 2-5=-7/393 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-8-6,.Exterior(2) 6-8-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber,DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=13114=219. 7) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. BIER P, p� �.��P•�oEN tip''. No 22839 i.�fStA F ��� •.,O.R10. ����SS�QNA� �E�•�0,• Walter P. Finn PE No.22839 MiTek USA, Ina. R- Ceft 6634 6904 Parke fast Blvd. Tampa FL 33610 Date: July 8,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 14I1-7473 rev. 10/0312015 BEFORE USE. • Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a.truss system. Before use; the building designer must verify the applicability of design parameters.and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the, fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUiPII Quality Cdtedo, DSB a9 and SCSI Buedtng Component 6904 Parke East Blvd. Safety Intormatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . Qty Ply T17535870 507612 EJ7F Roof Special 1 1 Job Reference (optional) I IDDettS Lumber Go, Falm bay , F-L b.24u s Jun b 2u1 u MI I eK Inaustnes, Inc. mon dui tl 11:1 U:uS 2ui u rage 1 ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-ssdPtklgeax43X1 fg8EfMnjjN6?TvP87p0SAoW z_8gY 4-80 700 4-8.0 2-4.0 4x6 = 5x6 = 5.00112 5 6 2x4 I I 4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20:0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.20 5-6 >400 360 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.34 5-6 >241 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.65 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.12 5-6 >693 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 6=25 1 /Mechanical, 3=104/Mechanical, 4=147/Mechanical Max Harz 6=-51(LC 12) Max Uplift 6=-141(LC 8); 3=-60(LC 12), 4=-32(LC 8) Max Grav 6=321(LC 18), 3=124(LC 18), 4=157(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-145/260 Scale = 1:25.2 PLATES GRIP MT20 244/190 Weight: 32 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purins (6-0-0 max.): 1-2. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; T.CDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45fi; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-8-0, Exterior(2) 4-8-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Gt=lb) 6=141. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. DER. P. R ii `,,�� ,•v�.G E N ti i No 22839 Ir OF .�,.cN,•• OR 1'� p...\_,�. C? Walter R'Rnn PE No22839 MITek USA, Ind. FL,Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 8,2019 & WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is: based orily upon parameters shown, and.is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcabllity of design parameters and properly Incorporate this design Into the overall - building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMIt Quality CrBorla, DSB-89 and BCSI Building Component. 6904 Parke East Blvd. Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , . Qty Ply T17535871 507612 EJ7G Jack -Open 3 1 Job Reference (optional) I IDDens LtrmDer l:o, vaim tray, t-L - B.24u s Jun b ZU1 V MI I eK Industries, Inc. Mon Jul b 11:1 U:U4 ZU19 rage 1 I D:CzW wz_MkQRnJgCFdYyNjUgzu43o-K3Bn441JPu3xghcsNsluv_Gt5 W LDerBG2gCkKyz_8gX , -200 491 700 2.0.0 4-9-1 2-2-15 3x6 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL, in (loc) - Vdefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.27 - 6-9 >306 240 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) . -0.15 6-9 >570 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.00: 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=20/Mechanical, 2=383/0-8-0, 5=22 1 /Mechanical Max Harz 2=157(LC 12) Max Uplift 4= 18(LC 12), 2=-407(LC 12), 5=-223(LC 12) Max Grav 4=31(LC 17), 2=383(LC.1), 5=221(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-266/404 BOT CHORD 2-6=-541/248 WEBS 3-6=-304/661 Scale = 1:17.5' PLATES GRIP MT20 244/190 Weight:28 lb FT = 20% BRACING - TOP CHORD ' Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-1-7 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS.(directional) and C-C Exterior(2) -2-0-8 to 0-11-2, Intericir(1) 0-11-2 to 6-11-4 zone; cantilever . left and right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent ,with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other.members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 2=407, 5=223. E IV No 22839 *: OF Walter R Rnn PE No.22839 MiTek USA, Ind. R- Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 8,2019 WARNING - Verify design parameters and READ NOTES ON TH/S AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. ` . . Design valid for use only with Mlrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system, Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITBK• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,.seeANSVW11 GualBy CrBeda, DSB49 and SCSI BuYding Component. 6904 Parke East Blvd. Safety Inlomlalbrravailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Qty Ply T17535872 507612 EJ7T Jack -Open 8 1 Job Reference (optional) I lbbetts Lumber Go, Nalm bay, hL -2-0-0 8 3x4 = a.z4u s uun a zU1 a Mr I eK inausmes, Inc. ivion uui a i i; r u:uo zu i a rage i Jq C FdYyNj Ugzu43o-o FI91 QJx9BBo I q B2xZH 7SCo OXwi 7 NJ FP GJxHs Pz—Bg VY 7-0.0 4-6.0 Scale = 1:21.3 w N m 6 m 0 0 Plate Offsets (X Y)-- [2:0-0-0 0-0-11), [3:0-0-3,0-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES, GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.14 6 >597 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.29 6 >285 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.14 5 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MR Wind(LL) 0.30 6 >279 240 Weight: 28lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 4=150/Mechanical, 2=392/0-8-0, 5=95/Mechanical Max Harz 2=225(LC 12) Max Uplift 4=-120(LC 12), 2=-249(LC 12), 5=-5(LC 12) Max Grav 4=155(LC 17), 2=392(LC 1), 5=121(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Dpsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(?)-2-0-11 to 0-11-5, Interior(1) 0-11-5 to 6-11-4 zone; cantilever left and fight exposed ;C-C for members and forces & MWFRS for reactions. shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord.live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. fer to 6) Provide mechanicalrconnection b otheuss to truss rs) truss to bearing late capable of withstanding 100 lb uplift at joints 5 except 't—Ib ����,/1""','���I (Y ) 9P P 9 P 1 () P (!— ) 4=120, 2=249. ,��� PV-(.ER.: F1� pEN'S . ti No 22839 .00 -O : ; �. ' ..3 : T E OF Im O <v�`, O N Walter R Rnn PE No.22839 MITek USA, Inc. FL Cert 66M 6904 Parke East Blvd, Tampa FL 33610 Date: July 8,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 111II-7473 rev. 101032015 BEFORE USE.�� Design valid for use only with MTek® connectors. This design is, based only upon parameters shown, and.is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII Quality Cdteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlonavaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , , Qty Ply T17535873 507612 FG1 FLAT GIRDER 1 2 Job Reference (optional) ribbetts Lumber Co, Palm Bay FL 8.240 s Jun' 8 2019 MiTek Industries, Inc. Mon Jul 8 11:10:06 2019. Page 1 ID:CzW wz_MkQRnJgCFdYyNj Ugzu43o-GRJXVmKZwVJfw_mEVGoM_PLEkJ2F6fMZVzhgPrz_8gV 5-9-8 11-5-8 5-9-8 5-8=0' THIS TRUSS IS NOT SYMMETRIC. Scale = 1:19.0 PROPER ORIENTATION IS ESSENTIAL. 3xs 4X0 — II 1-7-0 4-2-8 5.80 Plate Offsets (X,Y)-- [4:Edge,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.18 4-5 >624 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.19 4-5 >598 P40 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD 2-0-0 oc purlins (5-11-13 max.): 1-3, except end verticals. BOT CHORb 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 7=295/2-0-0, 4=2245/Mechanical, 6=2322/0-3-8 Max Uplift 7=-200(LC 4), 4=-1495(LC 5), 6— 1738(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP. CHORD 1-7=-1084/819, 1-2=-3916/2867, 2-3=-3916/2867, 3-4=-989/749 BOT CHORD 4-5=-344/468 WEBS 1-5=-2963/4049, 2-5= 316/335, 3-5=-2601/3544 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as.(F) or (B), unless otherwise indicated. Wind: 3) ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,% R P, 4) Provide adequate drainage to prevent water ponding. V: •�0 E 1V'S •• ; L ��� 5) This truss has, been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� •, �� V �� • .0 6) ' This truss has been designed for alive load. of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide = No 22839 � •� will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. * : 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=200, 4=1495, 6=1738. "t7 'OF 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) device(s).shall be load(s) ib down lb �% • T E : 44/ or other connection provided sufficient to support concentrated 339 and 208 up at _ 456 11 down lb lb %0X\. up at 3-0-12, 303 lb up at 4-0-12, 456 l 199 lbn 41up at 2-0-12, and 199 own and 411 down 5 0112b3 3 lb down lb 6 0 12, 456 lb down 199 Ib 7 0-12, 303 lb down 411 lb � ••• C •'•• ` �` and at and up at and upat and ....... �I� up at 8-0-12, 456 lb down and 199 lb up at 9-0-12, and 202 lb down and 263 lb up at 10-0712, and 463 lb down and 192 lb up at 11-3-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others."himNP► 10. LOAD CASE(S) Standard Walter R Rnn PE No.22899 1) .Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cott 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-3=-54, 4-7=-20 Date: July 8,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MlTek® connectors. This design Is, based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . - fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Cual2l Critedo, DSB-89 and 1101 BuIld6rp Component 6904 Parke East Blvd. Safety Informalloravailable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type � r Qty Ply T17535873 507612 FG1 FLAT. GIRDER 1 2 Job Reference (optional) Tibbetts Lumber Co, Palm Bay , FL 8.240 s Jun 8 2019 MiTek Industries, Inc. Mon Jul 8 11:10:06 2019 Page 2 ID:CzW wz_MkQRnJgCFdYyNjUgzu43o-G RJXVmKZwVJfw_mEVGoM_PLEkJ2F6fMZVzhgPrz_BgV LOAD CASE(S) Standard Concentrated Loads (Ib) Vert:4=-463(F) 5=-303(B)10= 339(F) 11=-303(B) 12=-456(F)13=-303(B) 14=-456(F) 15=-456(F) 16=-303(B) 17=-456(F) 18=-202(B)' ' Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERAAICE PAGE M11-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MITek®cannectors, This design Is based only upon parameters showri, and. is •for an individual building component, not a.Truss system. Before use; The building designer must verify the applicability of design parameters, and properly Incorporate this design Into the overall building design, Bracing Indicated is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!T®k'. Is always required for stability and to prevent collapse with possible personal Injury and property damage. For.general guidance regarding the . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdloda, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Infomfafbnovoilobletrom Truss Plate Institute, 218 N. Lee Sheet, Suite 312: Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T17535874 507612 G1 ROOF SPECIAL GIRDER 1 3 Job Reference (optional) I lopens LUmoer uo, ralm nay, rL b.z4u s dun o zul `J mI I eK InauSlrles, Inc. man Jul t1 l 1:i u:ut zu19 rage 1 I D:CzW wz_MkQRnJgCFdYyNjUgzu43o=ketwj5LBhpRVX8LR3_JbXdtJrjLyrOrikdQOxHz_8gU 4-6-0 7-1.8 10-10-6 13-1-8 15.10-4 18-10-0 4.6-0 2-7.8 3.9-0 2-3.0 2-8-12 2-11-12' Scale = 1:33.3 3x10411 8x8 = 1 0x1 2 MT.20HS10x10 = 6x12 MT20HS= NOP2X STP- 6x6 11 18-10-0 4-6-0 m T LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.88 Vert(LL) -0.32 11 >690 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.58 11 >383 240 : .. MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(CT) 0.07 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.45 11 >496 240 Weight: 386lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, 4-7: 2x6 SP No.2 except end verticals, and 2-0-0 oc puffins (3-6-8 max.): 1-2, 4-7. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 8-8-3 oc bracing. 8-12: 2x6 SP.DSS WEBS 2x4 SP No.2 *Except* 7-8: 2x6 SP No.2, 7-9: 2x4 SP SS REACTIONS. (lb/size) 14=5523/Mechanical, 8=7963/0-8-0 Max Harz 14- 147(LC 8) Max Uplift 14=-2757(LC 8), 8=-4022(LC 8) FORCES. (lb) -Max.. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-5431/2752, 1-2— 6061/3030, 2-3=-6708/3312, 3-4=-14636/7208, 4-5=-26895/13791,. 5-6= 26895/13790, 6-7=-16092/8188, 7-8=-7100/3632 BOT CHORD 12-13=-6353/12970, 11-12= 14654/29229, 10-11=-14580/29052, 9-10=-8188/16092, 8-9=-570/1138 WEBS 1-13=-4010/8026, 2-13=-1146/2432, 3-13=-10405/5230, 3-12= 5242/10625; 4-12=-16701/8537, 4-11=-715/1578, 4-10=-2489/912, 7-9=-8338/16368, 6-9=-4967/2649, 6-10=-6140/11840 NOTES- �I ,,,��`P�•�.�F{ • P. �.��e�,' 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: �.(j E.nJ S+'•.� y 1i� Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. V tC • • Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc. �� • . 10 NO 22839 Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 3-12 2x4 - 2 rows staggered at 0-4-0 oc, member 11-4 2x4 - 2 00 * : •: rows staggered at 0-4-0 oc, member 5-10 2x4 - 1 row at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back.(B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. '� : •� .; 6:50F' 3) Wind: ASCE 7-10; Vult=160mph (3-second gust). Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. Ii; Exp'C; Encl., GCpi=0.18; MWFRS Lumber .0.� (directional); cantilever left and right exposed ; DOL=1.60 plate grip DOL=1.60 4) Provide drainage V. OP •: ,� Q'; adequate to prevent water ponding. 5) All MT20 indicated. i . ����51' R I V•=`C}N1* plates are plates unless otherwise ..O 6) The Fabrication Tolerance at joint 4 = 4%, joint 4 = 4 % 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. 8) * This truss. has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any.0ther'members. Witter P. Finn PE No. 2839 9) Refer to girder(s) for truss to truss connections. WTek.USA, Inc. FL.deit 6634 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6904 Parke East Blvd. Tampa R.33610 14=275718=4022. Date: 11) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 8,2019 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors, This design is. based only upon parameters shown, and.Is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parometers:and properly Incorporate this design Into the overall building. design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . . fabrication; storage, delivery, erection and bracing of trusses and truss systems,.seeANSI/tPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd., Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Ply ' T17535874 507612 G1 ROOF SPECIAL GIRDER 1 3 Job Reference (optional) Tibbetts Lumber Co, Palm Bay , FIL 8.240 s Jun 8 2019 MiTek Industries, Inc. 'Mon Jul 8 11:10:07 2019 Page 2 ID:Czwwz_MkQRnJgCFdYyNj Ugzu43o-ketwi5LBhpRVX8LR3_JbXdtJdLyrOrikdQOxHz_BgU NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3578 lbdown and.1744 Ib.up at 7-1-8, 1438 lbdown and 672 lb up at 9-0-12, 1422 lb down and 664 lb up at 11-0-12, 1151 Ib down and 540 lb up at 13=0-12,'2225 lb down and 1515 lb up at 13-1-8, and 1149 lb.down and 543 lb up at 15-0-12, and 1157 lb down and 544 lb up at 17-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof. Live. (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (pff) Vert: 1-2=-54, 2-4=-54, 4-7=-54, 8-14=-20 Concentrated Loads (lb) Vert: 12=-3578(F) 10==3376(F=-1151, B=-2225) 17=-1438(F) 18=-1422(F) 19=-1149(F) 20=-1157(F) Job Truss Truss Type � City WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 1 p/03/2015 BEFORE USE. Design valid for use only with MlTelc®connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a Truss system. Before use; The building designer must verify.the applicability of design parameters;and properly Incorporate this design Into the overall building design, Bracing Indicated Is To prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing M IT®K• Is always required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and Truss systems, seeANSV1P11 Quality CrBorla, DSB$9 and BCSI Building Component 6904 Parke Last Blvd.. . Sooty Infonnafbnavallabletrom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type i A Qty Ply T17535875 507612 HJ7 Diagonal Hip Girder 4 1 Job Reference (optional) I rDDens Lumber L;o, r-aim bay , 1-L 6.Z4u S JUn 6 2UT 9 will I eK maustrleS, Inc. Man Jul t7 11:1 U:uu 2ul u rage 7 ID-CzWwz_MkQRnJgCFdYyNjUgzu43 o-CgRIwRMpS6ZM91wdchgg3qQac7ml aaJsyHAxTkz_8gT 1-9.15 4-10-14 - 9-10-1 -9-15 4-10=14 :4-11-3 = 1:21.8 exv l 5 3x4 = 3x4 = 4-10-14 9-10-1 4-10-14 4-11-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Verl(LL) -0.07 7-10 >999- 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.10 6-7 >999 240 BCLL 0.0 .`. Rep Stress Incr NO WB 0.36 Horz(CT) : -0.01 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 42lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=138/Mechanical, 2=404/0-10-15, 5=270/Mechanical Max Hors 2=204(LC 8) Max Uplift 4=-122(LC 8), 2=-360(LC 8), 5=-92(LC 8) , Max Grav 4=138(LC 1), 2=599(LC 28), 5=334(LC 28) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. 70P. CHORD 2-3— 927/249 BOT CHORD 2-7=-350/814, 6-7=-350/814 WEBS '3-7=0/253, 3-6— 865/372 BRACING - TOP CHORD Structural wood sheathing directly applied or5-8-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-9-0 oc bracing.: NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 3) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 4=122, 2=360. 6) Hanger(s) or other connectiondevice(s) shall be provided sufficient to support concentrated load(s) 136 lb down and 110 lb up at 1-4-15, 136 lb down and 110 lb up at 1-4-15,. 99 lb down and 55 lb up at 4-2-15, 99 lb down and 55 lb up at 4-2-15, and 129 lb down and'122 lb up at 7-0-14, and 129 lb down and 122 lb up at 7-0-14 on top chord, and 72 ib down and 74 lb up at 1-4-15, 72 lb' down and 74 lb up at 1-4-15, 29 lb down and 4 lb up at 4-2=15, 29 lb down and 4.Ib up at '4-2-15, and 39 lb down at 7-0-14, and 39 lb down at 7-0-14 on bottom.chord. The design/selection of such connection device(s) 'is.the responsibility of others. 7) .In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) ' Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=54(F=27, B=27) 13=-66(F=-33, B=-33) 14=68(F=34, B.=34) 15=9(F=4, B=4) 16=-43(F=-22, B=-22) do No .22839 TE ' O'Fdo ` 4fi��� N AL Walter P-'Rnn PE No:22499 MiTek+US& Inc. R. dert 6634 6904 Parke East Blvd. Tampa R. 33610 . Date:: July 8,2019 WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MRTEKREFERANCE PAGE MIP7473 rev. 1W/03&015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is, based only upon parameters shown, and. is for an Individual building component, not a:truss system. Before use; the building designer must verify the applicability of design parameters, and properly incorporate this design Into the overall _ building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional.temporary and permanent bracing ��Y®K� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss syslems,.seeANSVIPII Quality CAforla, DS11-89 and BCSI BuAd61p Component: 6904 Parke East Blvd. Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria,, VA 22314. Tampa, FL 33610, Jab Truss Truss Type Qty Ply T17535876 507612 HJ7A Diagonal Hip Girder 1 1 Job Reference (optional) 1 MOMS Lumber GO, t-aim nay , t-L ts.z4u s Jun t! zul y MI i eK inaUSmes, Inc. mon Jul t5 l l :l u:uu zul u rage 7 ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-hO?g7nMRDQhDnSVpAPL3c2znRX7AJ1 W?BxvU?Az_BgS 2-9-15 5-5-0 9-10-1 2-9-15 5-5.0 -4-5-1 1 3x4 = 2X4 11 5 Scale = 1:22.4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10:0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.36 BC 0.49 WB 0.37 Matrix -MS DEFL. in Vert(LL) 0.10 Vert(CT) -0.10 Horz(CT) -0.01 (loc) 11defl Ud 6-7 >999 240 7-10 >999 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4-9 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=116/Mechanical, 2=442/0-10-15, 5=303/Mechanical Max Hoyt 2=145(LC 4) Max Uplift 4=-108(LC 4), 2= 415(LC 4), 5=-220(LC 4) Max Grav 4=116(LC 1), 2=601(LC 28), 5=315(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1096/671 BOT CHORD 2-7=-727/1070, 6-7= 727/1070 WEBS 3-7=-83/257, 3-6=-1110/755 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. - II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a, rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.� 4) Refer to girder(s) for truss to truss connections. ,,�� ..� ER P F'P 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) �� `Q�.�..... 4=108, 2=415, 5=220. �� V: O E N �• y �i 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 98 lb down and 37 lb up at • V�. SF•'•.� ��� 4-2-15, 98 Ito down and 37 lb up at 4-2-15, and 59 lb down and 117 lb up at 7-0-14, and 59 lb down and 117 lb up at 7-0-14 on top% • • No 22839 chord, and 142 lb down and 108 lb up at 1-4-15, 142 lb down and 108 lb up at 1-4-15, 25 lb down and 0 Ito up at 4-2-15, 25 lb down and 0 lb up at 4-2-15, and 27 lb down and 90 lb up at 7-0-14, and 27 lb down and 90 Ito up at 7-0-14 on bottom chord.: The * •% design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B)..013 LOAD CASES Standard F 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1:25 �i�'�� •.• (O R , Q:� �2��� Uniform Loads (plf) i� !.,••�•••.•,• 820 Concentrated Loads (lb) — Vert: 10=82(F=41, B=41) 12= 58(F= 29, B=-29) 13=1(F=O, B=0) 14=-52(F— 26, B-- 26) Walter R Rnn PE No:22839 MITek USA, Ind. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: July 8,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is, based only upon parameters shown, and,ls for an Individual building component, not �- a,truss system. Before use; the building designer must verify.the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and,property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd.. Safety Infoanatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T17535877 507612 HJ7T Diagonal Hip Girder 2 1' Job Reference (optional) r rooe[s Lumoer U0, ralm nay , M t1.z4u s dun 21 zuiu MI I ex mausmes, Inc. Man dui d i i:lu:iu xuiu rage l I D:CzW wz_MkQRnJgCFdYyNj Ugzu43o-9CY2L7N3_kg4Oc40k6s19FVgtxQ61 ZU8Qbf2Ycz_8gR i 3-5-11 9-10-1 3-5-1.1 6-4-6 3 Scale= 1:19.3 m I� .1 E 3x4 = .. ' . . 3-5.11 3-11-5 9-10-1 3-5-11 10-5-10 5-10-12 Plate Offsets (X,Y)-- [1:0-2-10;Edge], [2:0-1-4,0-2-11] LOADING (psf) SPACING- 2-0=0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.22 5 >535 360 MT20 244/190 TCDL 7:0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.38 5 >310 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.11 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MR Wind(LL) 0.33 5 >358 240 Weigfiti47lb FT=20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP N0.2 'Except` 2-4: 2x6 SP No.2 REACTIONS. (lb/size) 1=315/0-10-15, 3=257/Mechanical,'4=193/Mechanical Max Horz 1=154(LC 24) Max Uplift 1=-207(LC 8); 3=-188(LC 8), 4=-52(LC 8) Max Grav 1=544(LC 29); 3=272(LC 28), 4=215(LC 28) FORCES. (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown.. TOP CHORD 2-8=-336/39 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 13=4511; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1:60, 2) This truss has been designed for. a 10.0 psf bottom chord, live load nonconcurrent with any other live loads. 3) . This truss. has been designed for a live. load of 20.Opsf'on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0=0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Pro2viide3mechanical truss to bearing capable 100 lb 4 III1q connection (by others) of plate of withstanding uplift at joint(s) except Qt=lb) ER P F� 1�� 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 136 lb down and 110 lb up at ,,,��``P�,S • ♦♦♦ V �.G ENS •• V F••• 1-4-15, 136 lb down and 110 Ib up at 1-4-15, 103 lb down and 35 lb up at ,4-2-15, 103 lb down and 35 lb up at 4-2-15, and 128 Ib ♦ �� •: down and 94 Ib Up at 7-0-14, and 128 lb down and 94 lb up at 7-0-14 on top,chord, and 72 lb down and 74 lb up at 1-4-15, 72 lb '9 No 22$3•� down and 74'lb up at 1-4-15, 28 lb down and 19 lb up at 4-2-15, 28 lb down and 19 lb up at 4-2-15, and 41 lb down and 30 lb up at on �` * 7-0-14, and 41 lb down and 30 lb up at 7-0-14 bottom.chord. The design/selection of such connection device(s) is the • •'* responsibility of others. 7) In the LOAD CASE(S) section,, loads applied to the face 'of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Q �/ ♦� 1) Dead + Roof Live (balanced): Lumber Increase--1.25, Plate Increase=1.25 .. �i T,e� • Q' ♦♦ �i�` �'E.,O 0�•'•N,♦�` Uniform Loads (pit) •R 3=-54, 6-7=-20, 5-6=-20, 2=4=-20 /ONA?���, Concentrated Loads (lb) Vert: 10=54(F=27, 13=27) 11=-8(F=-4, B=-4) 12— 44(F=-22', B=-22) 13=68(F=34, B=34) 14=-20(F=-10, B— 10) 15=-78(F= 39, B=-39) Walter P. Finn PE.N022839 - MfTek.USA, Inc, FL deft 6634 6904 Parke East Blvd. Tampa FL33610 Date: July 8,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev, 1010312015 BEFORE USE, _ Design valid for use only with MITek® connectors. This design is. based only upon parameters shown, and. is for an Individual building component, not atruss system. Before use, the building designer must verify, the applicability of design parameters and properly Incorporate this design Into the overall - building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the, fabrication,- storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Qua1By CrBorla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informationovailabie from Truss Plate Institute, 218 N. Lee Street, Suite. 312, Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Truss Type 4 Qty Ply T17535878 507612 MG1 Monopitch Girder 1 1 Job Reference (optional) I IDDeUS LUMDer Go, calm bay, rL b.2411 s Jun is 2u1 B MI I eK InaustneS, Inc. Mon Jul b 11:1 U:11 xui!i rage 1 I D:CzW wz_MkQRnJgCFdYyNj Ugzu43o-dP6QYTOil1 yxOlfClgNXhT23oKnemwylfFOb42z_8gQ 4313 7012 800 4-3-13 2-8-15 0-11-4 Scale = 1:17.8 4x6 % 4 4x4 = 6x6 = 5 NOM STP 4-3-13 2-8-15 0-11-4 Plate Offsets (X,Y)-- [1:0-4-1,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.62 Vert(LL) 0.12 7-10 >781 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) . -0.12 7-10 >777 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 39lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-14 cc purlins, BOT CHORD 2x4 SP SS except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-7 cc bracing. REACTIONS. (lb/size) 1=1153/0-8-0, 5=1905/0-8-0 Max Harz 1=123(LC 21) Max Uplift 1=-859(LC 8), 5=-1519(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2265/1672, 2-3=-753/553 BOT CHORD 1-7=-1702/2174, 6-7=-1702/2174, 5-6=-554/693 WEBS 2-7=-620/835, 3-6=-1527/1926, 2-6=-1636/1267, 3-5=-1854/1483 NOTES- 1) Wind: ASCE 7-10; Vult=160mph,(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.ER P I F//� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) ��� Q,��...... . •;0E.N'S �• 1=859, 5=1519. % .. V F• • �� 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 368 lb.down and 325 lb up at : 0-8-12, 365 Ib down and 328 Ito up at 2-8-12, 365 Ito down and 328 lb up at 4-8-12, and 365 lb down and 328 lb up at 6-8-12, and No •• 1013 Ito down and 847 lb up at 7-0-12 on'bottom chord. The design/selection-of such connection device(s) is the responsibility of .22839 others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front.(F) or back (B). :CC.� LOAD CASE(S) Standard i. ) OF ;• 14/ 1) Dead+ Roof Live. (balanced): Lumber Increase=1.25, Plate Increase=1,25 % �i�Tn Q` Uniform Loads (plf) •��_��� ••� 0 Vert: 1-4=-54, 5-8= 20 �j` S1' '• R 1 •• '•� 1�� Concentrated 1(B) Vert: 6� 1013ads 10=-368(B) 11=-365(B) 12= 365(B) 13= 365(B) WalterP. Finn PE No22899 MiTek USA, Ina. R CeR 6634 6904 Parke East Blvd. Tampa R- 33610 Date: July 8,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 10/03/201S BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for on individual bullding component, not a truss system. Before use, the building designer must verify, the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Qualify Criteria. DSB-89 and BCSI Bu9ding Component, 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite.312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 507612 MV4. Valley 1 1 _T17535879 Job Reference (optional) r rooms Lurnoer uu, -raim nay, rL a.z4y S dun b ZU1 y MI I eK Inausines, Inc. Mon Jul d 11:1 u:12 zul9 Pagel ID:CzW wz_MkQRnJgCFdYyNj Ugzu43o-5bgpmpPKW.L4oevDOrXvmEgbL3kERVT_Rtv89cVz_8gP 3-8-13 3-8-13 Scale=.1:8.1 2 la 6 2x4 3 2X4 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 'Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress [nor . YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix-P Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD. 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied orb-8-13 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly -applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 1=93/3-7-15, 3=93/3-7-15 Max Harz 1=40(LC 12) Max Uplift 1=-36(LC 12), 3=-48(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. _ All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl.,:GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable.requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 100 lb uplift at'joint(s) 1, 3. R �P %%% No M39 •; • Cc 0QJA OF s0�. • A �(/�� " A,A E%� Walter KFInn PE N02839 MiTek USA, Inc. FL dert 6634 6904 N*efast Blvd. Tampa FL 33610 Date:. July 8,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1WO312015 BEFORE USE. * Design valid for use only with MITek® connectors. This design is. based only upon parameters shown, and is for an individual building component, not a.truss system. Before use, the building designer must verify. the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and, property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII QuaT1 Cittorla, DSB-89 and BCSI BuedNp Component. 6904 Parke East Blvd.. Safety Infonnatlonavalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 - Job Truss Truss Type t r Qty Ply T17535880 507612 MV7 Valley 1 1 Job Reference (optional) I Ibbetts Lumber Uo, Falm tray , rL 8.240 s Jun 8 2019 MiTek Industries, Inc. Mon Jul 8 11:10:13 2019 Page 1 ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-ZnEBz9PyHfCfF3oaPEd?mt7TG8XjEwEb6Zti8xz_8gO 4-11-1 6-7-1 4-11-1 1-8-0 Scale = 1:12.4 3x4 = 4 3x4 2x4 II 6-7.1 6-7.1 Plate Offsets (X,Y)-- [2:0-2-0,0-2-15], [3:Edge,0-3-8] . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.37 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 . Lumber DOL .. .. 1.25 BC . 0.26 Vert(CT) n/a n/a 999, BCLL 0.0 ". Rep Stress Incr YES WB 0.00. Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 19lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD.. 2x4 SP No.2 except end verticals, and 2=0-0 cc purlins (6-0-0 max.): 2-3. WEBS 2x4 SP No.2 BOT CHORD Rigid.ceiling directly applied or 10-0-0 oc.bracing. REACTIONS. (lb/size) 1=197/6-6-3, 4=197/6-6-3 Max Harz 1=61(LC 12) Max Uplift 1=-82(LC 12), 4=-95(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250'(lb).or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 1-1-9 to 4-1-9, Interior(1) 4-1-9 to 4-11-1, Exterior(2) 4-11-1 to 6-5-5 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • 2) Provide adequate drainage to prevent water ponding. 3) Gable requires, continuous bottom chord.bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide P�,,�11�1 will fit between bottom chord and any other members. ,�' . 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4. :�,. • • •. • F//�'I� 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.S+F.�y No.22839. y • � :.� : O F 0 Walter P. Rnn PE.No:22839 MiTek USA, Inc. FL Cert 6634 6904Parke East Blvd. Tampa R- 33610 Date::. .. . July 8,2019 -Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MIP7473 rev, 10/03/2015 BEFORE USE. _WARNING Design valid for use only with MiTek® connectors. This design is, based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters: and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . - fabrication: storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality CrB®Aa, DSB-69 and BCSI Building Compon©nt: 6904 Parke East Blvd. Safety InformaBonavailable from Truss Plate Institute, 218 N. Lee Street, Suite.312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . o Qty Ply T17535881 507612 MV10 Valley 1 1 Job Reference (optional) I IDDettS Lumber L:o, Falm bay, rL a 0 0 B.24U s Jun 8 zu19 MI I eK mdustrles, mc. Mon JUI 8 11 nu:12 2u19 rage 1 ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-5bgpmpPKWL4oevDOrXvmEgbJlkDfVS Rtv89cVz_8gP 5-9.6 9-5.6 5.9-6 4x4 = 5 2x4 2x4 II 4 2x4 II Scale = 1:17.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell ' Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr .. YES WB . 0.06 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-S Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP Nb.2 TOP CHORD BOT CHORb 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 1=163/9-4-8, 4=102/9-4-8, 5=344/9-4-8 Max Horz 1=75(LC 12) Max Uplift 1=-68(LC 12), 4=-68(LC 9), 5=-153(LC 12) FORCES. (lb) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-231/365 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. .Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 1-0-14 to 4-0-14, Interior(1) 4-0-14 to 5-9-6, Exterior(2) 5-9-6 to 9-3-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in, all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except at=lb) 5=153. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,,,,��►11111/11��,, �ERP141 F No 22839 Z ONA� Walter P. Finn PE No.22839 MiTek 08A, Inc. R-'Cerf 6634 6904 Parke fast Blvd. Tampa FL 33610 Date: .July 8,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312016 BEFORE USE.. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek"' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMI1 Quality CrIteda, DSB-69 and SCSI BuIl lnp Component 6904 Parke East Blvd.. Safety Infonnatlonovollable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T17535882 507612 V4 Valley 1 1 Job Reference (optional) I Ibbetm LUmber L;o, t-aim lyay, , rL o.cvv S gun O LV I V IVII 1 us, II IUIlb111CJ, 11— IVIVI I v W o r ayc 1 ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-SZUipWTSLti5kg6Me4U IE6lxZAkDA1BrwHiz_BgK 2-0.0 4-0.0 2-0-0 2-0-0" 1 v 0 0 2x4 5.00 12 2 3x4 = 2x4 3 Scale = 1:7.4 v io 0 0- -10 4.0-0 0- - 0 3-11-6 Plate Offsets (X Y)-- [2.0-2-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deftLid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07. Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171fP12014 Matrix-P Weight: 10lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 cc purlins. BOT CHORb 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=92/3-10-13, 3=92/3-10-13 Max Harz 1=-17(LC 10) Max Uplift 1=-41(LC 12), 3=-41(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft;.B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) ' zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom.chord in all areas where a rectangle 3-6-0 tall by 2-0-'0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. No 22839 Z CC �� TE 'OF ��i F •' -0 R �0•:•Cj���� Walter R'Rnn PE.No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: - - July 8,2019 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a:truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . . fabrication, storage, delivery, erection and bracing of trusses and truss systems,.seeANSI/IPII GualBy CtBoda,"DSB-69 and BCSI Bunding Compananf. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Safety Informationovalloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, Job Truss Truss Type ` 4 Qty Ply T17535883 507612 V8 Valley 1 1 Job Reference (optional) Tibbetts Lumber co, rarm Bay , FL tt.zau s uun a zui a rvu i eK maus[nes, Inc. Mon uui n 11 :10:1 n 2019 rage i ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-wl140sT56BgyMghYCo?ATxrNF9HLvBkKGrbTgBz_8gJ 400 _ 80-0 4-0-0 - 4-0-0 7. Scale = 1:14.6 4x4 = v a 0 2 4 2x4 7�- 2x4 11 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stresslncr YES WB 0.05 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC201W P12014 Matrix-S Weight: 24 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 1=105/7-10-13, 3=105/7-10-13, 4=270/7-10-13 Max Harz 1=-43(LC 10) Max Uplift 1=-56(LC 12), 3=-56(LC 12), 4=-103(LC 12) Max Grav 1=108(LC 21), 3=108(LC 22), 4=270(LC 1) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4= 177/267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load'nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom Ichord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=lb) 4=103. ER. P FIN �• �0ENS • � �i No 22839 9:50F � • r .,ass N A'?���. Walter R Finn PE No.22839 MiTek USA, Inc. FL.Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: _ July 8,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M11-7473 rev, f0/03/2015 BEFORE USE.�� Design valid for use only with MiTek® connectors. This design Is, based only upon parameters shown, and. Is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Gualily Cdlerla, DSB-89 and SCSI Bunding Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Infonnatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type t ' Qty Ply T17535884 507612 V12 Valley 1 1 Job Reference o tional I rDDeas Lumber uu, r-alm may, rL y 0 0 O.LYV J JUII o - oy� I D:CzW wz_MkQRnJgCFdYyNjUgzu43o-ZnEBz9PyHfCfF3oaP EQ?mt7TY8XcEwMb6Zti8xz_Bg0 12-0-0 4x6 = 2 4 3x4 2x4 II ' 12-0.0 3x4 Scale = 1:19.1 a ,0 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20. 244/190 _ TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) n/a n/a 999 . BCLL 0.0 ' Rep Stress Mor YES WB 0.06 Horz(CT) 0.00 3 n/a n/a. BCDL 10.0 Code FBC2017/TPl2014 Matrix-S Weight: 37 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS .2x4 SP No.2 REACTIONS. (lb/size). 1=170/11-10-13, 3=170/11-10-13, 4=437/11-10-13 Max Harz 1=-70(LC 10) Max Uplift 1=-91(LC 12), 3=-91(LC 12), 4=-167(LC 12) Max Grav 1=174(LC 21), 3=174(LC 22), 4=437(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb).or less except when shown. WEBS 2-4=-287/319 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-9-1 to 3-9-1, Intedor(1) 3-9-1 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 11-2-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except at=lb) 4=167. %tt'11111 / tip" _R P No 22839 • •: ;CC •..� A F i is111NA11 0 0.�� Walter P-'Rnn PE No.22839 MiTek USA, Inc. R. deFt 6634 6904 Parka East Blvd. Tampa R. 33610 Date: . July 8,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1WO312015 BEFORE USE. Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify.the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type i{• ' Qty Ply T17535885 507612 V12A Valley : 1 1 Job Reference (optional) I IbbeIIs Lumber Co, Palm Bay, FL Me4U s JUH C 4U I U IVII I UK Ir IUUblrles, IIIU. mull Jul O 1 1 : I U: 14 eu I U raye I ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-1_oZBVQa2yKWtDNnzyxEJ5ghoYw8zNgkLDdFhNz_8gN 6-3-0 1P-6-0 6-3-0 6-3-0 Scale = 1:21.8 4x4 = 3 Im 0 10 9 8 7 6 3x6 I I 2x4 11 2x4 11 2x4 11 1260 12.6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.05 Horz(CT) . 0.00 6 n/a n/a BCDL 10.0 Code FBC2017lrPI2014 Matrix-R Weight: 47 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or'6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 12-6-0. (lb) - Max Harz 10=-81(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 10, 6, 8 except 9= 167(LC 12), 7— 167(LC 12) Max,Grav All reactions 250 lb or less at joint(s) 10, 6 except 8=283(LC 1), 9=289(LC 17), 7=286(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-9=-218/287, 4-7=-216/291 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-3-0, Exterior(2) 6-3-0 to 9-3-0, Interior(1) 9-3-0 to 12-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber'DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads:ER F? 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �%� `P�� •. • • • � will fit between the bottom.chord and any other members. ,�� �1 �G E IV'S+ •• �V 1i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6, 8 except �� V F�••. 400 (jt=lb) 9=167, 7=167. �� No 2283900 O 411 00 3 : �vI/ 40 OR X 11111 Walter P. Finn PE No22839 MITek-.USk Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R- 33610 Date: July 8,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity.the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the . ' . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSV1Pll Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type t Qty Ply T17535BB6 507612 V12B .. Valley 1 1 Job Reference (optional) r rDDens Lumoer uo, rarm tray , !-L mzvu s ,run u 4m a mi i eK mauslnes, mc. noon uui n n:i u:i o zuva rage i I D:CzWwz_MkQRnJgCFdYyNjUgzu43o-VAMxOrRCpGSNVNyzXfSTrIDrVyGNigvuZtMpDgz_8gM 6-3-0 12-6-0 6-3-0 6-3-0 44 = 3 3x 10 9 B 7 2x4 II 3x4 = 2x4 11 2x4 II 62x4 II Scale = 1:25.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a n/a:. 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.05 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12bl4 Matrix-S Weight: 56lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SP No.2 6-0-0 oc bracing: 9-10. REACTIONS. All bearings 12-6-0. (lb) - Max Horz 10=-81(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 10, 6, 8 except 9= 166(LC 12), 7= 166(LC 12) Max Grav All reactions 250 lb or less at joint(s) 10, 6 except 8=287(LC 1), 9=314(LC 17), 7=283(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-214/285, 4-7=-214/289 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-3-0, Exterior(2) 6-3-0 to 9-3-0, Interior(1) 9-3-0 to 12-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions. shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6, 8 except at=lb) 9=166, 7=166. �v,'(ERfill,P 1. F ���i �% P�., •.••.•.• ., �.` \G E N S No 22839 4. i.� 'S 0 • • O V <O R 1 ON'A\�; Walter R Rnn PE 119 22839 MIT1608A, Inc. FL,Cerf 66N 6904 Parke East Blvd. Tampa FL 33610 Date: July 8,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with Mlrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ' a truss system. Before use; the building designer must verify, the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVVII Quallty Criteria, DSB-89 and BCSI Bu9ding Component, 6904 Parke East Blvd. Safety Inlormationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type < r Qty Ply T17535887 507612 V12C Valley 1 1 Job Reference (optional) I IDDenS Sumner co, t-aim Iyay, , rL - tl.z4u s jun b zul a mi I eK mousmes, Inc. man ,lui t3 l 1:1 U:1 b 2U1 U rage 1 ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-zMwJbASgaaaE6XX94NziOW10FLbcRGn1oX6MIGz_BgL 6-3-0 12-6.0 6-3-0 6-3-0 4x4 = 3x 10 9 8 7 6 2x4 = 3x4 = 2x4 II 2x4 II 2x4 = 12-6-0 Scale = 1:30.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a n/a , 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB . 0.08 Horz(CT) 0.00 6 n/a n/a BCDL 10:0 Code FBC2017fTP12014 Matrix-S Weight: 63 lb 'FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, . Except: OTHERS 2x4 SP No.2 6-0-0 oc bracing: 9-10. REACTIONS. All bearings 12-6-0. (lb) - Max Horz 10=-81(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 10, 6, 8 except 9=-164(LC 12), 7=-165(LC 12) Max Grav All reactions 250 lb or less at joint(s) 10, 6.except 8=288(LC 1), 9=339(LC 17), 7=282(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-214/284, 4-7=-214/288 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-3-0, Exterior(2) 6-3-0 to 9-3-0, Interior(1) 9-3-0 to 12-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ;���' F'R P 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide� • • F//Y ��j� will fit between the bottom chord and any other members. ♦♦ V �.G E 1� S •• �/ i� 6) Bearing at joint(s) 10, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ♦♦ • • V F•�•.• �� capacity of bearing surface. NO 22839 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6, 8 except •• at=lb) 9=164, 7=165. - ••.....••• Walter R Finn PE.No.22839 MlTek USA, Ind. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 8,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is. based only upon parameters shown, and.ls.for an Individual building component, not �� a truss system. Before use, the building designer mustverify thepppllcability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing M ITek* Is always required for stability and To prevent collapse with possible personal injury and property damage. For general guidance regarding the . - . fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdteda, DSB-89 and BCSI Building Component: 6904 Parke East Blvd.. Safety Infomlatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type G ' city Ply T17535888 507612 V12D Valley 1 1 Job Reference (optional) I wpetts Lumber moo, raim nay, rL 0.44U 5 JUn O LU I e IVII I eK Il luustrle5, IIIU: IVIUII JUI O 1 I: I U. I I GU l u rays 1 ID:CzWwz_MkQRnJgCFdYyNjUgzu43o-SZUipWTSLti5kg6Me4U*IB?IwnAjZA1 BrwHiz_BgK 6-3-0 12-6-0 6-3-0 6-3-0 I . 4x4 = Scale = 1:35.7 5.00 12 3 3x, 10 9 8 7 62x4 II 2x4 11 3x4 = 2x4 II 2x4 11 12-6-0 m N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a n/a. 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0:19 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB . 0.11. Horz(CT) 0.00 6 n/a n/a. BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 70 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc. purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS . 2x4 SP No.2 BOT CHORD Rigid ceiling directly, applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 12=6-0. (lb) - Max Harz 10=-81(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 6, 8 except 10=-120(LC 10), 9=-163(LC 12), 7=-163(LC 12) Max:Grav All reactions 250'lb or less at joint(s) 10, 6 except 8=403(LC 17), 9=430(LC 17), 7=349(LC,18) FORCES. (lb) - Max. Comp;/Max, Ten. - All forces 250 (lb) or less except when shown.., WEBS 2-9=-213/283, 4-7 214/287 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1.0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6:Opsf; h=15ft; B=45ft; L=24f1; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18;,MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12; Interior(1) 3-1-12 to 6-3-0, Exterior(2) 6-3-0 to 9-3-0, Interior(1) 9-3-0 to 12-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions . shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. ,4"1�111filljq' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��%% `J eR P 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �% ``Q.�• •. • • • •. will fit between the bottom:chord and any other members, with BCDL = 10.Opsf. ,�� Vv .� \C E N's �0 .• VI . 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 8 except Qt=lb) �� V F.••,� 00 10=120, 9=163, 7=163. No .228;39 :.� : TE OF : 40 AN ��F•,�0R10.. N.�. �Uf171.11��� Walter R Rnn PEAO.: 2839 MITWOSA, Ind. FL.Ceit 6634 6904 Parke EastBlvd. Tampa FL 33610 .Date:... " July 8,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1WO312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of desigh parameters, and properly Incorporate This design Into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek" prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the, . fabrication;' storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII CualBy Cdterla, DSB-69 and BCSI Buading Component: 6904 Parke East Blvd., Tampa, FL 33610 Safety Informationavolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22 14. Symbols PLATE LOCATION AND ORIENTATION 3�4 Center.plate on joint unless x, y offsets are indicated: Dimensions are in ff-in-sixteenths, .. Apply plates to both sides of truss and fully embed teeth. I .. F---1 -Ic- J For 4 x 2 orientation, locate plates 0-1r,b" from outside edge of truss.. This symbol indicates the required direction of slots in. connector plates. Plate location.details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4. width measured perpendicular to slots. Second dimension is the length parallel.to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates. location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPll : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing..: BCSI; Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. c O U o_ O Numbering System 6-4-8 dimensions shown in ff, -in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-139T ESR-3282 Q c O U a- O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely. on .lumber values established by others. © 2012 MiTekO All Rights Reserved M!Tek -MITek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015 � General -Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1.. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required: See BCSI. 2. Truss bracing must be designed by an engineer. For Wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3.. Never exceed the design. loading shown and never stack materials on inadequately braced trusses. " 4. Provide copies of this. truss design to the, building designer, erection supervisor, property owner and . all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint -and embed fully. Knots and wane at joint. locations are regulated by ANSI/TPI 1. 7." Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber. shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientationand location dimensions indicated are minimum plating requirements. 12. Lumber used shall be. of the species and size, and . in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no. ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not.cuf or alter truss member or.plate without prior approval of an engineer.. 17. Install and load vertically unless indicated otherwise. 18. Use.of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19: Review all portions of this design (front, back, words and pictures) before:use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.