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Home My WebLink AboutTRUSS PAPERWORK- 2i SOUTHERN . TRUSS COMPANIES Southern Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 464-4160 * Fax: (772) 318-0015 rI v�ca.a unaw maauvu. Job Number. J1800507 0 Customer. Name: RYAN j fz-A Address: SCANNED BY Dity, 5T ZIP: Lucie County General Truss Engineering Criteria 8a Design Loads Building Code and Chapter. Computer Program Used: FBC2017ITP12014 MITek Version: 8.20 Nov 3 Grevftr: I Gmvhr 37.0 psf ROOF TOTAL LOAD NIA Wind Building Authority. 160 mph from MW FRS(Envelope) ASCE 7-10 (Low Rise) Collier County No. Date Truss ID# 1 07/05/18 Al 2 07105118 A2 3 07/06�18 A3 4 07/0518 A4 5 07/05/18 AS 6 07/05118 A6 7 07/0518 A7 8 07/05tlB A8 9 D7/05]18 ABG 1D 07/05118 B1 11 07/05/18 82 12 07/06/18 B3 13 07106118 B4G 14 07/06/18 C1 15 D7/06/18 C2 16 D7/06/18 C3G 17 07105118 CJ6 18 07/06/18 CJ7 19 OT105118 it 2D 07/05/18 J2 21 D71MI18 J3 22 0710WIS J4 23 021 2 J5 24 07105/18 J6 25 07/05/18 J7 This cover sheet is provided as per Florida Statute 61 G15-31.003 in lieu of signing and sealing each individual sheet. An Index sheet of the truss designs is attached which is numbered and with the indent cation and date of each drawing. Engineer of Truss Design Package Brian M. Bleakly FL Reg. Eng. No. 76051 2590 N. Kings Highway Fort Pierce, FL 34951 No. Date Truss to#' 26 07/05/18 J56 27 07/D5/18 MV2 28 07/05/18 MV4 28 07105/18 -MV6 RECE FEB 1 1 2019 ST. Lucie County, Permitting REVISION Page 1 of 1 TYPICAL DETAIL @ CORNER. - HIP ~ NOTE NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Woad Construction. 132.5# per Nail (D.O.LFactor-1.00) UP TO 265 = 2-16d NNLS REQ'o. nds toe nails only have 0.83 of UP TO 394$ = 3-16d NAILS REO'D. -lateral Resistance Value. .�._I12 40 4n tnAi Jt A J3 ^ H7 (HIP GIRDERI I A IA oB , use 3-16d \ TYPICAL CORNER LAYOUr toe nail 9 TC',, & �-16d 6rBC� � I gTeal Hip —Jack* aachment CHORD HANGERS FASTEN ER GIRDER JACK J1-J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — = — — BC — — — — —— — 2-16d nails — — --- J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16d nails ——--— J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16dnails —---- HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16dnails —--- SOUTHERN TRUSS COMPANIES UMUM GRADE OF LUMBER LOADING (Psn Slit INm- x4 SYP T.C. 2{2 L a FBC2D17 S.C.2<4 51P f2 �P � WEBS 2x4 SYP Nei BOTTOM Do 10 SPACING 21V a.G Fort Pierce Division 2590 N. Kings Higghw , Fort Pierce, FL 3495 (800)232-0509 (772)464-4160 Bn'bn M. Bleakly Struct Etg #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-454-4160 i TYPICAL DETAIL @ CORNER - HIP NOTE NDS=National Design Specifctions for Wood Construction. 132.5# per Nail (D.O.1—Factor--1.25) nds toe nails only have 0.83 of lateral Resistance Value_ 12 ALLOWABLE REACTION PER JOINT iD UP TO 265f — 2-16d NAILS REQ'D. UP TO 394j - 3-16d NAILS REQ'D. use 2-16d toe nail a TC do BC. TypTeal jack 45' attachment TYPIGL CORNETT IAYOtrr H Typical Hip —jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16dnails —--—— J5,TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — —— 2-16dnails — — — —— TC — — — — — —— 3-16dnails Be — — — — — —— 2-16dnails —-—-— HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — Be — — —— — —— 2-16dnails —-—- 11MUM GRADE OF LUMBER LOADING (PSG SM U7CR-- L 0 FBC2017 B.Q - 22144 .SYP SYp 2 �j2 TOP. 20 BA WE2x4 YP No.3 BOMM 00 10 SPACN SPACING 24' QC. � SOUTHERN Fort t Pierce Division] 2590 N. Ki gFL Highway , Fort34951 COMPANIES (BOD)232-0509 (772)464-4160 h!1F//—J0W=rt— Fox.(772)31B-0016 Brian M. BleaWy Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 Haimeri Face Mount Hanger Charts iTeW F2&fire DFISP Rvw2ble Leads. 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B25 H0210 WO 14 I-WIS 7-3116 2-112 1-1/8 MW Ifid 150117H_ 7jjjF 780 Un -LO 14 1fi '2155 2430 2610 1170 = lixmrAdl 60% forwhd orseismt bads; no ftffbw bae eahal] belpmmIlbei dLa.x 3-1/4Wd maybe used at ON ofthetabla Ind when 16d cemmans are qmdffed.TrJs does not apply I MUS "m Naft mud be ften at a 30'tD46'angla Imm* the joldartruss hft the headerto addeve the t !"nalls me 0LI48' dlaxl4)V long, lOdnabs me 0.14W dEax3' laftl6d nab areO.Ifir d1ax3.1ri1 lan bvinadmaRnM NSWnle=SL-el MGDIdCoat EZHDG MTdpleZlnc JIAHUS WISSIVInallhareem 112 ConUrrued an next page Hangem Face Mount Hanger Charts MiTeW Joi Stim. Stock Ref. Na. COO a. lbaL W. ..A JIM4-2 UIS24-2 18 1 3-I18 1 3-71161 2 1 - 4 1 16d 2 16d 'RE :1120-'.9651-325-9 I S18124-2 1.124-2 16 3-1/8 3-118 2 1-118 - 6 10d 2 10d - 750: :W - 3511 6 16d 2 10d NO-'IDW _EL 1086 3811. M2x4 M24-2 HU24-2 14 3-1/8 3-1/2 2-1,2 1-118 - 4 16d 2 -Fad 7FF 7iF 945. .:ass . H=4-2 14 3-1/8 3-7/16 2 1 - 4 16d 2 16d .:&%. 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F2 —6 HD26-21F RUC25-2 14 3-118 5-1/4 2_1128 led 4 10d 1230 -I= 1390 2MI'Z!35-1"170 1490 1 Max 12 6 H028-2 HU28-2 14 3-1/8 7-118 2-112 1-1/8 -Km- Max J-a 14 16d -L 6 lod 1540 2155 17351 2430 'Ma I M04 1.: 780 1170 1 RD23-2F HUG28-2 14 VA 7-1/8 2-112 j6d 4 10d 1540 2m * 31111 223 1 a iMj� In:, JM _Km Nam _LO_ 14 Irm%. -2:; S. 16d:: TA' 16d �a -lam 1151011661- 1355- JUMO-2-,',- LLIS210-2 7 19 J-1-118 1 -9-118 -Z-. I 'S.-A 16d. -'G 16d - 1845 2105 22M 1980 WH28-2:-,: 16 1/8'- , �:l 14 :2.., 1-118 7- -12� flOd- '.4 AM- 1500 16MBS IM5 755; Al '.16CF .'* 4 1 DWd 1M. 1915 1911 5 755 SUN21 0�2 .16� 1-118 8-m .6 �'2 1-118 -is- 16.' ii2L --16d-• ..6 6' .10d 10d 2WO 2350 2245124201 2670 Ma 1135 JIM IT35 IT35 HM-2 l'HUW;2 14 --3 6 - 160 -6-- :16d :I 1625::l&% 12BB(L 190 18to HUS211-21F I MSC28-2 -S, *�lffd' � G� Ise! 1625 im 190 lam * 181f) 0 ZVO HD28-2-*-*: 411128-2 LTY� j%- 1i Are ��. 6 . 4 ..... Ise 2M 1 24=3d IN5 2 0 bj 0 :,.7w. M 1170 11 D2&2F 14. 2-112 .10, A, 150 1739 1 1 7W limb[ a 14. 6,* 210 24M 2nG 1 1170 HMO-2: HUS210,2 rd4 'a-W 2: t! %.=.:W S' I '16d B. %M 070 Mi 2660 I 221W I �H=10-21F KUSWO-2 .14 . -3-1/9 -9- 113"1:- Z ..'V -N-:'. ',1-- 1--16d - 6d' 2170 '24651 25M 1 2210 a WO-2 --:14 112 -211, AO 2155 3080 2430- 34751 26f6 SM '1170 1-19W HD21ftF I'llid16:2 NUCMlG.Z% "4 '�:Ii IZIO 7, HO0210-21F.1 :14- '3-1141 1 -.3 I-IJ2 VM 1 1131. 1111, 1) Uplit bads have been Increased 6D% for wmd or WST& bads; no bdw bmsmse Shall be Wffft!IL 2)I6dshkas(0.148 die_ x3-114" lad maybe used at CIM afthe table load where 16dcmu= me sPecilled.This don nazp*toJA Kr, MUS Sbal mg haegm 3) FarJUS and HUS hangers: Nab meftbe ftm atallVto 4Tm* ftmigh The jobat mires Who header V3 addeve thatalde loads. .qWS3Wood Screw aml/4'x3"king end mebxkWedwHhHDQhangar. 5)NAM-10d naflsm 0.148'(Oa.U' king, 16dare ll.1621dia.0-1tr king. Newproductsallpddted product Warmalim as de paled h Win fmrL CmmdonFbdsh USbaHmSteel OGONCOI OHDG XTfiplaTmc 114 Cwtimied on next page Hangers Face Mount Hanger Charts M iTe V ... - . r: . .. 3oR79bn ..... :• •. .' cµ - .. 06T- :-:Stock xa.-... _ ';-•: i .. ReLNa• 'Steel Gauge . .._,:.. _..._ .a. ''ppj6 t0�: - .•- _ W '. .: N: ' p.._`A'• '.i.Ealerc75diednfe":: lands (L6s] ' _ J. •. CoQea '.6et. ^ ..Hradek;^ dJoLst " tt.-'_ `Mat (:'.,' `Nm1 . - %s-:::r...'. •:':71a0_ Flom 100'M i Rod 115X 125% PDOr 183% SIH314 U314 16 2-e016 10.8116 2 1-11B _ 18 led 6 lBdx1-12 '27M 2525 2725..1135 18 led 6 ladxl-lrz 2645 -3000 SWO ' 1135, H0314 HI7314 14 2-Bf16111-SI16 2-12 1-1/8 MN 16 16d a 10dx1-12 2465 ,� 'ZM 4170 MW 4M 12RO 2015. W9 24 12 We HD314F N=4 14 2. e111S/16 2-12 _ Min 16 led 8 10dx1-12 � 3685. � 4170 4� 4435 �1US . 2065 . 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T- " r.-r :12 W53 :'6 _ - ..WSi •'5590 =H1=0-3 59031. RI. F3T R 1) lg6ft loads have heat Increased 60%fmwiM or selsnia Ioad; tmlmilier increase shell he pen ietmi. Z led sinkers (0.148d1a. x 3-1/4' long) may be used 90.84 of ihetaMe load wbm 16d smanans me sped0ed7his dose not applyte at%H15, MUSsbntaaa hmpers S) WS3 Wood Smews are l/4' x 3' Imp and are hxkded wb HDa hagas. 4) R11DS10d nalbare a.148' diax3' loan t6d ratV me (Ll6r din. x 3.12' long. New produce crtpdated prudud kdmmafmare dedgmted in hluefwL LO Cotras7Dn Fads4 UStalriless Steel S3GoldCod ONDG ETdpk Zfrrc x Continued an red page 117 Mount Hanger Charts WeV • Ja " M . Sk ! va 7 Usla St - ack N RdWa: Gaufle';W- OnS tge V� Cade. Ref. )ION _V :H" D- 1"'.i-A: 'Mare Rout--.%71W aLS46 UMS ill 3-518 5 2 1 - 4 16d 4 16d 1040 '1185 122D.17330:11 I Sim U46 16 3-9/1614-12116 2 1-118 - 1- 10d 16d 4 10d 4250 1405 1515 1- 765 10 16d 4 10d 1470 ISM law 1.'ms HJS46 Ill" 14 3-SM 5 2 1 - 4 16d 4 16d IMS *1235 13M .1155-1 4xG MIS461F HMW 14 3.5111 . 5 2 1 - 4 16d 4 16d 1095!1ES 1300 '1155. HD46 MG 14 3-9116 5-1116 2-112 1-118 We i6d 4 10d I 1230 1390 1498' � 780: :1170 '71 MTX_ -,-'d 6 I W'200 2235 HD46F Nim 14 3-1116 5-1/16 2-lrz - Me' IN 4 10d 1230 1390 1490 780.. 0 IIE70 Uw 18,� 6 JNO 20M 1 -JUS4&-_f-"-- [!Uw -!U 3-m-;; 2 � -A _z4 -1 - '.lEd' - 7'f. -T Im HE I= I _ 11" `:-._18 -;3-SM_ 6.718 1 2-TT1-. _4 *!-16d, -A- 1 1325 1-15111 16451 lm' 3L9716 4-lafffi z 1_11B oo Aod 12350 44M 15IMS 1- 0 -755 -10- 1W 1470 16711 1BOO1 755 RZ46"'! -.14. 3-W St. .:.*2 4 '015d :'_-16d IM .1235 1300 155 5 1155 5 mjs4sF.. lfw=7 ;JT 3-sm. .:,2 t 4 -lEd ...164 im: IE 1300 1155 155 .1 3-ss r 2 --1 .7 -7� 6 lsd F-5. ifin im 1 _qg6 isi 0. 5 0 .14 vll-S/El- :7 T. 2 A'*�' 6 16d 6'. 16d-. 1 a 0 1130 Z' Min 4 '10d IMO 1390 14901 780 W Near: "12. 1 0 11711 7 IFUG46 14 -9/1 ....3-MS t We .8 Al' lAd 1230 13M 1490 780 5, R5, 12. 18501202S 2M 117D c- K&a . Im MA 0_ 14 : lr� '47, 154011735 ISM W .7BO 1 F2 -.' 6; Z551243ff - -.117B.. 17 'TRI'm %' ;k1wiG 2-112 . . . . . . . . "An, 10 4- ISM I TM 180 780 Meat 14 fi.: 2155 11M 243D WO .1178.1 JUS48 UFA 18 3-513 6718 2 1 - 6 16d 4 .16d '1510 .1645 135 3" JUS410 LUS410 18 3-SM B-7/3 2 1 - 8 15d 6 16d 1US 21OFL 2290 198WO SUH410 U410 16 3-9116 UVS 2 1-118 - 16 10d 6 10d 20M 1 1 2M24WS' 2420 1335 16 16 16d 6 10d I= I MM 2880 -1335 14 3-W 7 2 1 - 6 16d- 6 16d 16251 ism Iffis -IDIO. 14 3-rdS 7 2 1 - 6 16d 6 16d 1E25 AIRSO IMS IEM *3810: 4.220" HD48 RM 14 3-9116 6-15/16 I 2_12 1 1-118 Min 10 16d 4 4 10d IS40 173F 180. 7BO 7BO 14 6 2155' 24M 2530 1170. WO HUFF W= 14 3-9116 &15116 2-1& - NO la 16d 4 10d 1540 1735 ism ::7110 . MU 14 6 6 2155 2430.1 2MO . 117D 1 HM10 I HM10 14 3,N 1 8-71B 2 1 - 8 16d 8 Ifid 2170 _M2 M_�M26601 _Mm�_ E 2210.. MJS41OF AID HLISr 14 3 - B-7/8 2 1 - S- 16d 8 16d 217D 24M 26M 1 HD410 HL1410 14 SAMMIS I 8-13116 I 2-IJ2 I 1-118 Min An 14 '16d 6 10d 21 2430 2610 Z 20 10 30M 3475 3M 250 HD41OF HUC410 14 3_9116 I 84anis I 2-1/2_ I Min 14 16d 10d 2155 2430 25M A-- - MN 20 #11GEO_ 30M .3475 Sm ffli laf H0041GF I HUC0410 14 13-M61 9 1 3 1-1/2 - 12 1 WS3 6 WS3 SMS'l 559Ot5586. 2973-1 1 31,111.1`32 1)Llp50:ioadsta bombae2sed6D%forwiWwsei6,n*loaftmft%uberrasasbdbepaud&& 2) l6d sham (0.14B dlaLx3-114'lcr0)maybe used of 024 dthe lable load where 16d annmanam specified. ThLS does not apply VJl5, HUS, MIS Mud n29 hangem 3)WS3 Wend Saari mllrx3llongmdambrUeduqMHMhmgem 4) NABS 10d nags are 0.148' cft x30n0, 16d nails me 0.162"ft x3-12' long. CanxislanitUdsh EStaludessiSteal UGoldCoat MHOG ETdplsZm 0 VEEN 119 y Y N/---a I MINIMUId GRADE OF LUMSER lbp CheN 2a4 8Yp �2 8PI! #1!//2 Boll OIroId 2W(•) Ofl_ 2a4 SP #2N OR SPF J1/}2 or BAIrt WBB� pM4 9YP f2 Or BaMPr (.).So MRr NK IU"W FROM A LL T UNED OR SWAIM (I.) AfM 6AOH VALLEY 70 WIRY SUPPORIBNO 71= WRNO CO too qQ��e.,WlAI L 7.10 UMAILS A, E-f FOR ,uu_ °. n® -- YANG to OL-0 Par. w(°EM `iN&GO 4'-0" Max 6'-0° MOX 6'-0"Max 20'-0" SPACING, yU�EIONN.R 0 VVrY(gg 0 ENOBI®YBrSVI[EF P�mmsa0 APPL DR4aBry��((pNB�,BLCBNB�Rp EOVAILY dPACF�°'FOR B YAU2Y WEs7 ONIATWC71AV11 7� BRNaNBi MAIOHUM VALLEY VWRICAL HOONT MAY NOT C OHm W-W, top P�ORB BF 7RV6a BWIYAN VALLEY act LAIBT BE BNWm W01G . PRBApAj pATjABHKO, Mtm aHNMHO APPM PNOR 10 YALLCY 7BU99 IOHRP�Bf INS ATH24F 04 Olt AS M W = 6PQ.I O ON. DIOIHM' BFALW 0010H ev VALLLLEyy�TRuaa6a Van ON IWU BF PUNB7 EFAA NO N SPm01m ON FNOdNCERS' E E2340MN. (•••� ocNdtT'ii�mtTMvrA�itfl� wwwµuf OA�°°H°o"ai� n�"PaP�P �toPPr�0rA0tawe (M) NOT FmxOFCFa'-O, BE BUILT A9 IANO AS 1flE VWTSCAL HWOW 00E4 BOTTOM OHONI MAY 9 DOW OH NLGIW CUT AS SHOWN. v v ISam EN D°VEE MCAL- Iin] . FRAMING i0 LL 20' 20 PSF TO DL 10 1s PSF BO DL 10 10 PSF SO LL 00 00 PSF TOTAL LOAD 40 46 PSF DISwOJI (R1I8 T.23 1.26 N�I1 O �SDUTHERN TRUSS COMPANIES r au i._a OK_ 17)CPOSURI uanai�W4 of tray d r r-� r ems Maxlmun Total Load BD Topical Rig Exc::k ®EAall MINIMUM OWE OF LUMBER Top Chord 2x4 9YP p2 or -I Bull Chord 2x4 SYP 12 or biller . wubu 2x4 BYP B or butler REFER 70 SEALED OEM FOR OWED PLATES wa pulm Alan YadICALS AT DD Wx. W N70 ®ORGY QIOMµMIRE BE SIA000}EERED 50 77RAT ORE SPLICE OYERO p �R�CE7 M�M m of sUPPd& VUSL REW 70 DRUNIZIM SEALED DEMON FOR REQUIRED FLOW SPAOINO. 7NO OVAL R Appuc aLE FOR 7m Foumm wINO CONOmONSS LOCAM ANYWHERE IN ROOF, 1 ML COW BlD0. FuY p� O aaww D HTxF. NWO'DO DID. PSF WDN MNSO.�___—.eANfWllROOF NO FRONT PAGE N SIX DE OC DFZRE FSOp5F011• BACK FACE PUBS A7 WNO A7 BOR1 FACl7 ARE 9PACE0 4' Oama. m OPRDNAI SPLICE D *ATTACH P100BACK WITH WEB BRACING CHART WEB LENGTH REQUIRED BRACING 0' To 7'e' NO BRACING tx4 i BRACE. SAME GRADE; SPECIES As WEB 7'9" TO tO' ER AND 809 LEN MEMBER, OR WEB MEMBER. ATTACH�WITH d NAILS ATV �C. 20 "r BRACE. SAME GRADE, SPECIES AS WEB 10' TO 14' MEMBER,ATTACH WITH 16d NAILSNAT 4' 0%C- 2' COX PLYWOOD WffH 4—f5d NAILS IN EACH BOTH FACES O IN 'V C= r— r-9 I ml Co ravmub04 or bm SPANS —UP TU -- JOINT TYPE 30' 34' 38' 52' A 2x4 2.5x4 2.50 3x5 B 4x6 5x6 5x6 5xB C 1.50 1.5x4 1.5x4 1.5x4, D 5x4 5x5 5x5 5x6 '11/ C Maximun Loading 55pef at 1.33 Duration Factor SDpof at 1.25 Duration Factor 47pxf at 1.15 Duration Factor SPACING AT 24" O.C. SCAB -BRACE -DETAIL I ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (orT-Brace) is Impractical. Scab must cDverfull length of web +/- 6". THIS DETAIL IS NOTAPI.ICABLE WHEN BRACING IS — REQUIREDAT•i/d•POINPS OR I-9PACE IS'SPECIPIED.• APPLY 2x SCAB TO ONE•: FACE OF WWIT EB H - 2 ROWS OF 1od (Y X 0.131-) NAILS SPACED 6"'D.C. SCAB MUST BE THE SAME GRADE, SEZE AND SPECIES (OR BfTrER)AS THE WEB. ' ' MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH=•12-0" scaBBRACE 2x4 MINIMUM WEB-STZE- MINIMUM WEB GRADE OF#3 Na7s� / Section DeteO ®Rye/Scab-Brace \ Web Scab -Brace must be same species grade (or better) as web member. L-BRACE DETAIL Nailing Pattern. L-Brace sae Nail Stie . Nan Spacing 1x4orB 10d V.C.C. 2r4, 6, or 16d 8" D.C. Note: Nail along entire length of L-Brace. ' (On Two -Plus Nall to Both 2Ges). ; M. C] Web NDte: L-Bracing to be used when continuous Iateral bracing Is impractical. L-brace must cover BCL%of web length: L-Brace must be same species grade (or better) as web member. - L-Brace Size for Ona-Ply Truss Specified Continuous Rows of Lateral Bracing b Size 1 2 r2x4 [!o 1x4rd USx8 yrg »� "' DIRECT 6UBSTITUTrON NDT APUCABLE L-Brace size forTwo-Ry TnLss Specified Continuous Rows of Lateral Bracing Web S¢e 1 2 aGi or2x4 2x4 .« 2x6 2x6 ... Dc8 DB ... " DIRECT SUBMTrLMON NOTAPLICABLE _T T-BRACE / I -BRACE DETML Note: T-Bracing / I -Bracing to be used when continuous lateral bracing Is impractical. T-Brace / I -Brace must cover 90% of web Length Note: This detail NOT to be used to co!WertT-Brace / 1-Brace webs to continuous lateral braced webs. Nailing Pattefn T-Brace size Nag Size Nag Spacing 1x4or1x6 lod 9'oc. 2x4 or 2x6 or 2x8 16d 8' o.c. Note: Nag along entire IengM of..T-Brace! I -Brace• (On Two-PVs Nag to Both Pries) . . alternate position Brace Size for One -Ely Truss Specified Continuous Rows of lateral Bracing Web Sae 1 2- 2x3vr 2z4 ix4 (7 T-Brace 1x4 (71-Brace 2x6 I US (7 T-Brace 12x61-Brace 21(8 IM T-Brace 12x81-Brace Brace Size for Two -Ply Truss Jr Specified Continuous Rows of Lateral Bracing SPACING Weh Sae 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Bram WEB t W2x6 2x6 T Brace 2x61-Brea MT -Brace o ot_c— r Nags / Section Demo T-Brace alternate, position Nails Web I -Brace NaSs T-BRACE T•-Brace / 1-13race must be same species and grade (or better) as web member. (7 NOTE If SP webs are used In the muss U4 or US SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to tit with 1X bracing material, use IND 45 for T-Bra6/I-Brag For SP truss lumber grades up to #1 with 1)bracing material, use IND 55 for T-Braced! Bran o n155 Nee ypB y RYAN 145bA-MRIX Al COMMON 1 1 Job Reference o ' r0 SvalIWO TrM C.M.1d., Fat RtlCe, R MMI Pool: a200 a NN' 30201I PmY. aZ10 s OC r N'Ia NJrtl( YINSNCe, Ne. mm aw la vr.>oan LOIo ID:EaPoUIwCVVA016'NSO7vTFdz?5cK-0mSldbSzyZpC6R8 KTLpm7/j Pr RnI -1I I I F QM'A .3 41-0 13 &-00 67-077SE33 &3277.4-13 a13 A Us = 6.00 12 Scale - 1:71.9 I$ 3x10 M18SHS 11 3x4= 4x6= 3x4= 3x4= 416= 3x4= 3x IOM18SHS11 32 t 17-0-13 I 2I 32-11-0&26 763 79-10 I d8--02- -06 am Plate Offsets MY)- 11:1).0-141.Edgel. M.'11 4,Edee1, f9:0-0-14.Ednel. f9:0-0.4.Edne1 LOADING (psf) SPACING- 2-M CSL DEFL in (loo) Well Ud PLATES OMP TCLL 20.0 Plate Grip DOL 1.25 TO 0.96 Vert(LL) 0.2212-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.4212-13 >999 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.13 9 n1a n1a BCDL 10.0 Code FBC2017frP12014 Mstdx-S Welght:213 Ib FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied. T1: 2x4 SP M 31 SOT CHORD Rigid ceiling directly applied or 7.5E oc bracing. BOT CHORD 2x4 SP M 31 MrTeK recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left 2x6 SP No.2, Riga: 24 SP No.2 REACTIONS. (Ib/size) 1=152910E-0 (min 0-1-8), 9=1529M-8.0 (min 0.1-8) Max Horz1=159(LC 8) Max Upli tl=529(LC 8), 9=-529(LC 9) FORCES. (Ib) - Max. Comp/Max. Tem - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=3258/1114, 2J=3083/1077, 3-4=-2966/1095, 4.5=-2377/865, 5-6=-2377/865, 6-7=-2966/1095, 7-8=.308311077, &9=3258/1114 SOT CHORD 1-15=.109712934, 14-15=-81412449, 13.14=.814/2449, 12-13=-450/1809, 11.12=-6542449, 10.11=-6542449, 9-10=-93812934 WEBS 5.12=.329/7-74, 6-12=E50/441, 6-10=-215/564, 8-10=-297297, 5-13=329//74, 4-13=650/441, 4-15=-215/564, 2-15=-297297 NOTES• 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.CW,, h=15111; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates am MT20 plates unless otherwise Indcated. 4) This truss has been designed for a 10.0 psf bottom chord the load nonconcuffent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 529 lb uplift at joint 1 and 529 Ito uplift at joint 9. LOAD CASE(S) Standard PE 76p51 F �'U 1 ZiIAItUli ` � 'P 7 ORID/�� /ONt�,�NG \\�� 4- job Iruss Nss ype y WAN 1482-A-MREK �" Ara tt:� COMMON 2 1 Job Referents a ' re awmem ,rvss w�vuaa, n, d Scab = 1:762 3x6 = 3x6 = 6.00 12 gy} _ 3x5= 17 16 15 14 13 12 —3x5= 3x10 M18SMS II 3x4= Us 30= 3x4= 416= 3x4= 3x 10MISSN511 i7m !2-8 1 17-0-13 i 24-11.3 1 3z-&10 1 41-0-0 g2-0{l Plate Offsets KY)— rl:0-0-4.Edge1 f1:04)-14.Edge1 I5:0.3.12.0-2-81. I6:0-2-8.03-01 17:03-12.0-2.81 111:0-0.14.Edoe1 111:0-0-4.Edce1 LOADING (psl) SPACING. 2-0-0 OSI. DEFL In (loo) Well Ud PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TC 0.84 Vert(LL) 0.2614.15 5999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.51 14-15 1968 180 M188HS 2441190 BCLL 0.0 Rep Stress lncr YES WB 0.52 Horz(CT) 0.13 11 n/a n/a BCDL 10.0 Code FBC2017/rP12014 MatrixS Welght: 211 Ib FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 -ExcepN TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purrins. T2: 2x4 SP No.2 BOf CHORD Rigid ceiling directly applied or 7-6-12 oc bracing. SOT CHORD 2x4 SP M 31 MTek recommends that Stabilizers and required crass bracing WEBS 2x4 SP N0.3 be installed during truss erection, in accordance with Stabilizer I WEDGE Installation gulde. Left 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. ([blaze) 1=1529)0-8-0 (min. 0.1-8), 11=152910-8-0 (rrdn. 0-1.8) Max Horz1=148(LC 8) Max Upllftl=-517(LC 8). 1,1=517(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. , TOP CHORD 1-2-326711089, 2-3=-308811051, 3-4=-301211069, 4-5=-2388(826, 7-8=236W!127, 8-9=301211069, 9-10=3088/1051, 10-11=-3267/1090, 53=-2133/810, 6-7=.2133/810 BOT CHORD 1.17=-10652945, 16-17=.764/2428, 16-16=-7642428, 14-15=-42711826, l 13-14=6152428, 12-13=-6152428, 11-12=-9172945 WEBS 6-14--296f729, B-14--590/402, 8-12=-2321585, 10-12=3181313, 6-15=-296/729, 4.15=-5901401, 4.17=-2311585, 2.17=3181312 NOTES 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.Opsf; h=15tK Cat II; Fxp C; Encl., GCpI=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Prwide 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 chard live load nonconcument with any other Me loads. 6j P ovide mechanical connection (by others) of truss to bearing plate capable of withstanding 517 It, uplift at Joint 1 and 517 Ib uplift at Joint 11. LOAD CASE(S) Standard PE 76Q51 ,h -'U A " STATEUF�j 0III /,i//FsS/oNI�1�NG\\\\�� e ro mSS IMM We RYAN 105 xmme j A9 HIP jQty JPIY 2 1 Job Reference (optional 80tIMM Tra]] CWPNes, Fat M.. R NMI;. • .Ls .. I��}] T� n • r x 5x7 = 5.00 12 5x5 = 7 Scab= 1:724 15 1n .. ._ nx7 = 3x5= 30= Us— 3x4= Sze= 46= 3x4— 3x5= f40 d204 Amo, ed-] 17M 20.4e ]b7-1] 4080 414e 11—I—ICI et-1] Plate Offsets MY)— r1:0.3-10.0-2-81. 16:0-641,0-2-81, f12O310,0-2-81 LOADING (psf) SPACING- 2-0-0 CS]. DEFL In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.93 Vert(LL) -0.20 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.41 16-18 >999 180 BOLL 0.0 Rep Stress Ina YES WB 0.77 Haz(C) 0.13 12 n/a nla BCDL 10.0 Code FBO2017/TP12014 Matrix-S Weight: 227 lb FT = 10% LUMBER- , TOP CHORD 2x4 SP No.2 , BOT CHORD 2x4 SP M 31 WEBS 20 SP No.3 SLIDER Left 2x6 SP No.2 2.11-8, Right 2x6 SP No.2 2-11-8 REACTIONS. pb/alze) 1=1529ID-8-0 (min. 0-1.8), 12=152910.8-0 (min. 0-1-8) Max Horz 1=133(LC 8) Max Uplift1=-500(LC 8), 12=-500(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. SOT CHORD Rigid ceiling directly applied or 7-U oc bracing. WEBS 1 Row at midpt 6-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=-3256/1053, 23=3178/1065, 3A---3036/951, 4-6=-2937/960, 5-6=-2355/777, 6-7=-2124r755, 7-8=-23561777, B-9=-2937I960, 9-10=-30361951, 10-11=-3178M066, 11-12=-325611053 BOT CHORD 1-18=-1033/2933, 17-18=-8052618, 16-17=-8052618, 15-16=-5042124. 1445=-67202618, 13-14=-6722618, 12-13=-g002933 WEBS 3-18=-237256, 5-18=-71/428, 5.16=-643/385, 6-16=-165/556, 7-15=-1171557, 8-15=-643r385, 8-13=72/427, 10-13=-237256 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15tt; Cat II; Fxp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DCL=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 nonconcurrem with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 600 lb uplift at joint 1 and 500 lb uplift at joint 12 LOAD CASES) Standard i V�GENSIc��i PE 76Q51 fi =a `-STATFCW y � j�i j { I�NG,+�\\N . 516 = 7 Scale- 1.724 0 N55 NSs Type Y RYAN 1462-AMITEx M NIP 2 1 I Job Reference o nal OWOMc IM"40n{® ,Mn MG .rL M=1 1... 7-7J. w..._ . ..ur 5.00 12 5x5= 3x4 = 6 !, 4, rtlil„' 3x6 ter. ax4 0 4 3 517= 18 j1 1° " 11 1' 12 5x7= 3x6 = 1.6x4 11 3x6 = 3x4 = 3x8 = Us _ 1.5x4 II 3x5 = 314 = it8.0.14 7d16-2-0 2A.R.717-7 28-1aa 33-11-2 41-0-0 42-0-0 1� 7me � _P 1 I r�_o 1 7_._9 I vn.e rb id Plate Offsets (Y Y)- 11:0310.03-M. r7:0-2-8.0-2-71 M1:0310 03-01 LOADING (psq SPACING- 2-" CSI. DEFIL In (too) Vdell L/d PLATES GRIP TOLL 20.0 Plate Grp DOL 1.25 TO 0.79 Vert(LL) 0.24 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.4417-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Ho2(CT) 0.19 11 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight: 230 lb FT = 10% LUMBER - TOP CHORD 2(4 SP N0.2 Txcepl• T2: 2(4 SP M 31 SOT CHORD ZA SP No.2 WEBS 2t4 SP No.3 SLIDER Left 2x6 SP No.2 33-0, Right 2x8 SP No.2 3-8-4 REACTIONS. (lb/size) 1=1529/03-0 (min. 0-1-13), 11=1529i68-0 (mm. 0-1-13) Max Ho¢1=-118(LC 9) Max Upliftl=400(LC 8), 11=480(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied SOT CHORD Rigid celTirg directly applied or 6.1-0 co bracing. WEBS 1 Row at n4dpt 3-17, 6.14, 9-14 Mffek recommends that Stabilizers and required cross bracing be installed during truss erection, in a=rdance with Stabilizer Installation guide. FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 qb) or less except when shown TOP CHORD 1-2---M5/966, 2.3-31491983, 3-0=-2591/846, 45=-2506/869, 5-6-24371904, 6-7=-2279/838, 7-8=-2505/867, 8-9=-2591/844, 9.10=31491984, 10-11=32761997 SOT CHORD 1-18--933/2950, 17-18=-9332950, 16.17=-612P2291, 15-16=-61212291, 14-15=6872448, 1 13-14=835/2951, 12-13=-835/2951, 11-12=-835/2951 WEBS 3-18=01314, 3-17--706/420, 5-17=-100/462, 515=-107/396, 6-14--435M37, 7-14=1321627, 9-14=707/422, 9-12=0/311 NOTES- 1) Unbalanlied roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=42psF, BCDL=5.0psf; h=151k Cat 11; Exp C; Encl., GCpF0.18; MWFRS (envelope); Lumber DDL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pording. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerlt with any other live loads. 5) Provide r'lechaniml connection (by others) of truss to bearing plate capable of withstanding 480 Ito uplift at joint 1 and 480 lb uplift at joint 11. LOAD CASE(S) Standard PE 76p51 s '-(Tx - sra-rEIDF�/ O N55 Ns5 yp0 Y RYAN 1d52-A-MITEK AS HIP 2 1 Job Reference (optional) t -j ScW%M TMMS CCMPCNev. FM Meuse, K 31051 .0 t . rySy 5.00 rl2 4 4X44 •4x4 G 2 1.5A 11 5X7 = —5 6 Scale= 1:71.2 3x4 1 7 4X4 d 4%4 1 9 d 5x71= i6 15 14 13 72 11 10 5X7= Us = 1.6X4 II 4x6 = 3xS = 314 = 1.5X4 II 3X5 = 3x4 = Us = d0 4240 7A14 1a80 21AD 2640 3411.2 4460 d1A0 , ti 5414 I 6�2 I /✓-�{ 7A0 I�—�21 6 114 1A0 Plate Offsets MY)-- r1,03-100-3-01r410-5-00.2-81 f6:0-5-00-2-81 f993.10"-01 - - - LOADING (psf) SPACING- 2-0-0 CSL DEFL In (loc) I/de8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.29 13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.5213-15 >957 180 BOLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.19 9 nfa n1a 13CDL 10.0 Code FSC20177rP12014 Matfix-S Welght: 223 Ib FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 6-2-10 ac bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required crass &acing SLIDER Left 2x6 SP No.2 3-4-13, Right 2X6 SP N0.2 3-4-13 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (I&size) 1-1529108-0 (min. 0-1-13), 9=152910-8-0 (min. 0-1-13) Max Homl=-103(LC 9) Max Upldl=472(LC 5), 9=-472(LC 4) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 gb) or less except when shown. TOP CHORD 1-2=-3211VID30, 2-3-316411045, 3.4=-2724963, 4-5=-2855/1104, 5-6=2855/1104, 6-7=2724/963, 748=3164/1046, 8-9=3281/1030 SOT CHORD 1-16=-8972955, 15-16=-8972955, 14-15=7232461, 13.14--7232461, 12.13=-7192461, 11-12=-7192461, 1D-11-894/2955, 9-10=•8942955 WEBS 1 3.16=0269, 3.15=-563951, 4-15=-79/443, 4-13=-226/644, 5-13=4571348, 6-13=-2261644, 6-11=-79/443, 7-11=-563M2, 7-10=0269 NOTES, 1) Unbalanced roof live (cads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vas&124mph; TCDL=4.2psh 13CDL=5.Opsf, h=15f; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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 psi bottom chord live load nonconcurrent with arty other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 472 Ib uplift at joint 1 and 472 lb uplift at Joint 9. LOADCASE(S) Standard IBC PE 76p51 T r Job rrls5 ruse Typo y RVAN 145?A-MITIX AS HIP 2 1 Job Reference (op LlonaD_ Sgn11011111115: Q..PaNM, Fpl MP , FL M=1 e-0-14 5{Nl t1.60,� � 164t4 I I 5X5 = 3X4 = Sze — 3X4 = 5X5 = Scab= 1.71.3 -'" -- - 16 lb 14 -- 3X5 = 1.60 II axe = 46 = 3X4 = Us = axe — 1.5X4 11 3X5 = LOADING (pst) SPACING- 2-0-0 OSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.31 15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vart(CT) -0.5613-15 >879 180 ROLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.15 11 We n/a BCDL 10.0 Code FBC20171TP12014 Matrix-S Weight: 218 Ib FT =10% LUMBER- BRACING - TOP CHORD 2X4 SP Na2 TOP CHORD Structural wood sheathing directly applied or 2-9.3 oc purllns. SOT CHORD 2X4 SP M 31 SOT CHORD Rigid wiling directly applied or 7-4.7 oc bracing. WEBS 2x4 SP Nm21 MITek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 2-106, Right 2x6 SP No.2 2-105 be installed during truss erection, In accordance with Stabilizer Installation aulde. REACTIONS. (Iblsize) 1=1529A-0-0 (min. 0-1-8), 11=1529RY8-0 (min. 0-1.8) Max Horz1=88(LC 10) Max Upiiftl=-497(LC 5), 11-497(LC 4) FORCES. (lb) - Max. Comp./Max. Ten - A)1 forces 260 (lb) or less except when shown. TOP CHORD 1-2=-3301/1099, 2-3=3248MI13, 3-4=-268811051, 4-5=-2638/1010, 56=-328011257, 6-7=-3280/1257, 7.6=-2638/1010, 8-9=-288811051, 9-10=.324811113, 10-11--3301/1099 SOT CHORD 1.18=-96512974, 17-18=-96512974, 16-17=-111713216, 15-16=.111713216, 14-15= 1115/3216, 13.14=-1115/3216, 12-13=-96112974, 11.12=-961/2974 WEBS 3.17=-403f292, 4-17--208/782, 5A7--8401361, 7-13=-840/361, 8-13=-2081/82, 9-13= 1031292 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=5.OpsY h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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 par bottom chord Me load nonconcurrerd with ary other live bads. 5) Provide mechaNcal connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 1 and 497 lb upl'dt at joint 11. LOAD CASE(S) Standard e P JG I PE 76Q51 ,iF1 T �'6; STArtrn--;� GRID : �\N ///,OSS1QNIAI_ G I' Seulnem Ttve. G.'Panles, F PNre; FL 34951 A 7x8 6 3x6 = `'.�n•nr . ,{ .. .a. � 5.00 12 3ro io 5 �Jr4 0 N59 1y'"yp7.ry l� N6s Type Y RVAN use-alu7�c Ae ' L'•• SPS=L 1 +' 1 Job Reference o ' Scale= 1:75.1 6x5 = 5X6 = 17 7xs S 3X4 = _ 5x5 = 3X4 = 6 7 89 7 4 12 ®r w IRIM 21 3x5 = 20 18 Is 17 16 153x5= 5X5 = 5x6 = 3x6 = 6k6 = 5X5 = iris 43ae 1Aa ide 14114 21-60 Zr$2 3480 40a0 11Aa M�dr 626I�1 662 1�I�14�1 F3L�a Wa 1-00 Plate Offsets KY)— [3:0.2-12,Edge1, [4:M,0,Edge], [5:0-0-3,04.41, [7:0-2-8,03-0], [99-5-13.M-41, [12:0-2-12,Edge], [15:0.0.11,0.1-10], [16:0.2-8,0.24], [17:0-2-0,G 119:0-2-0,03-41, 120.0.2-8,0.2-41, 12l.'"41,0.1-101 LOADING (psf) SPACING- 2-M CSI. DEFL in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.82 Vert(LL) 0.58 18 >819 240 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.9018-19 >522 180 BOLL 0.0 Rep Stress Incr YES WB 0.78 Horz(GT) 0.15 15 We nla BCOL 10.0 Code FBC2017/TPI2014 Matrix-S Welght: 226 Ib FT - 10% LUNBER- TOP CHORD 2X4 SP N0.2'Except' T2,T4: 2x4 SP No.3 GOT CHORD 2X4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb(size) 21=15541080 (min. 0-1.13), 15=1554/080 (min. 0.1-13) Max Horz21=81(LC 8) Max Uplift21=-626(LC 8), 15=485(1_0 4) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceTrLg directly applied or 2-2-0 oo bracing. JOINTS 1 Brace at Jt(s): 10 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-470210, 24--2779/1103, M5 3806/1587, 5-6=-4048/1672, 6-7=456911841, 7-8=4569/1841, 8-9=-4024/1556, 9-10=-378NUT7, 10-12=-378411477, 12-13=-27681946, 13-14--489M90, 3-4=-261/119, 11-12=-295/140, 9-11=•2901126 SOT CHORD 1-21=-235/489, 20-21=3161489, 19-20=-1010/2522, 18-19=1597/4048, 17-18=-1481/4024, 16-17=-8172509, 15-16=-2171512, 14-15=•2171512 WEBS 2-21=-1397/689, 2-20=-6872036, 3-19=-676/1700, 6-19=-6131364, 6.18=-219/577, 7.18=377285, 8-18=3151704, 8-17=-637/393, 12-17=-741/1755, 13-16=5452001, 13-15=-14011543 NOW-S- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vas&124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15fh, Cat II; Exp C; Encl., GCp1=-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water polling. 4) This truss has been designed for a 10.0 pal bottom chord We load nonconcunent with arty other We loads. 6) Provide mechanical connection (try others) of truss to tearing plate capable of withstanding 626 Ito uplifft at joint 21 and 485 lb uplift at joint 15. 6) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard PE 76p51 A ��'�i�ss/or11,ai1ENG\\`�\\ � I 1452-hMRIX A] HIPT'le 2 1 y Joh Reference 0 5x7 - 744,cc" 5.0012 a .� 1.5x4 II 3x6= 3x47 5x7= C O 6x71= CEM 315 = IMMI., P-AA 17 76 1s 14 13 12 3x4 — 46 = 3x8 = 3x4 = 4x6 = 3x4 = 5x7 = 3x5 = dd d24 e tAq S.M tr44 u&1 JbeO 46a0 d1.e0 , 2a I raa � ra1J I--9as 1 saa Plate Offsets (XY)- M:03-IU-Mrl T4:0-540-2-81 f8:0540-2-81 f11:031003-01. 115:0-2-80-1.81 LOADING (pal SPACING- 2.0-0 CSL DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) 0.3814-16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.6414-15 >772 180 BCLL 0.0 Rep Stress Incr YES WS 0.77 Horz(CT) 0.15 11 n1a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight: 2121b Fr -10% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 'Except' TOP CHORD Structural wood sheatMng directly applied or 3-0-14 oc purlins. T2,T3: 2x4 SP M 31 SOT CHORD Rigid ceiling directly applied or 6-6-11 oc bracing. SOT CHORD 2x4 SP M 31 WEBS 1 Row at micipt 7-15 WEBS 2x4 SP No.3 MTek recomrrends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 23Q Right 2x6 SP No.2 2-3.8 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1529A)4" (min. 0.1.8), 11=162910.8-0 (min. 0.") Max Horz1=-73(LC 9) Max Upliftl=-523(LC 5), 11=523(LC 4) FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=.3273H2O4, 2-3=321911211, 3-4=304SM137, 4.5=3899/1574, 5-6=-3899/1574, 6-7�3899/1574, 7-8=3900/1575, 8.9=3046/1136, 9-10=-3219f1211, 1(I-11=-3273/1204 SOT CHORD 1-17=-10572940, 16.17=-9372793, 16-16=-9372793, 14-15=-1429/3900, 13-14=9342793, 12-13=9342793, 11.12=-10542940 WEBS 3.17=176264, 4.17=44/368, 4-15=-559/1341, 5-16=434f329, 7-14-4741330, 8-14=560/1342, 8-12=-14/368, 9-12=176264 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; SCDL-5.0psf; h--15ft; Cat II; Exp C; Find., GCpk0.18; MWFRS (envelope); 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 nonconcurrevd with arty other live loads. 5) Provide mechanical connection (by others) of truss to tearing plate capable of withstanding 523 lb uplift at Joint 1 and 523 lb uplift at joint 11. LOAOCASE(S) Standard M. 13L NN PE 76Q51 fi T UT-- "STATE'0r'iQ� 6 0 1452-AMITI �BaulEem,T .r t�agn' t� c id -St.' tt1 w 5.0012 6xT——1.6iol J tgC�Y, 3x8 = US = 1.60 II ' . 3x4 = 517 = Scale = 1:712 1$ 3M o m o 6x5 = 3x8 M788H3= 1.5x4 II 3x8 = _ 3x5 = 6x5 = 140 LOADING (pst) TCLL 20.0 TCDL 7.0 BOLL 0.0 BCDL 10.0 LUFMER- , TOP CHORD 2x4 SP No.2 GOT CHORD 20 SP M 31 WEBS 2x4 SP No.3 OTHERS 9(4 SP N0.3 30 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2017/fP12014 US WB= : Mk CSL DEFL In (loc) I/deg Ud PLATES GRIP TC 0.91 Ven(LL) 0.6016-17 >787 240 MT20 244/190 BC 0.51 Vert(CT) -0.8316-17 >568 180 M18SHS 244/190 WB 0.80 Horz(CT) 0.12 12 n/a nla Matr!*S Weight: 4321b FT - 10% BRACING. TOP CHORD Structural wood sheathing directly applied BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing, REACTIONS. (lb/size) 21=2852/048-0 (min. 0-1.8), 12=2852/0-8-0 (min 0-1-8) Max Hor[21=57(1-0 8) Max Uplift21=1298(LC 5), 12=-1298(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown TOP CHORD 1-2=-764/353, 2J=543412601, 3-22=-774413791, 22.23=-7743/3791, 4-23=7743/3791, 4-24=7743/3791, 24-25=.774313791, 25-26=-7743/3791, 5-26=7743/3791, 5-27=909714437, 6.27=-9097/4437, 6-28=-9097/4437, 7.28--9097/4437, 7-29=909714437, 2930--9097/4437, 30-31=-9097/4437, 8-31-9097/4437, 832=7754/3797, 3233=-775513797, 9-33=-775513797, 9-10=-5432/26D0, 10-11=7671359 SOT CHORD 1-21=366//66, 2D-21=426//66, 2034=-2311/4943, 34-35=2311/4943, 1935=-2311/4943, 1936=-4335/9118, 18-36=-4335/9118, 18-37=A335/9118, 37-38=4335/9118, 17.38=-4335/9118, 17-39=.4335/9118, 39-40=-433519118, 40-41=4335/9118, 16-01=-433519118, 1642=-3682r7754, 42-43=-3682/7754, 15-43=3682/7764, 1544=-368217754, 14-04=.3682/7754, 14-45=-2307/4941, 45-46=2307/4941, 13-46=-2307/4941, 12-13=37407M, 11-12=374//)0 WEBS 2-21=-2569/1274, 2.20=-199014224, 3-19=-157813274, 4.19=5721500, 5-19=4615//67, 5-17=01430, 7-16=-553/491, 8-16=-745/1578, 8-14=-1388/806, 9-14=-1587/3289, 10-13=-1987/4219, 10-12=-2567/1273 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'k3nails as follows: Top chords connected as follows: 2x4 -1 row at 0.8.0 oo. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: ZA -1 raw at 0-7-0 oc, Except member 20-2 2x4 -1 row at 0-93 oc, member 2" 2x4 -1 row at 0-9-0 oc, member 193 2x4. 1 raw at 0.9-0 oq member 4.19 ZO -1 row at 0-9-0 oc, member 195 ZO -1 low at 0.9.0 oc, member 5.17 ZA -1 now at 0-9-0 oc, member 165 2x4 -1 now at 0.9.0 oc, member 7.16 2x4 - 1 low at 0.9-0 oc, member 1G6 2x4 -1 row at 0-9-0 a; member 8A4 2x4 - 1 row at 0-9-0 oc, member 14.9 2x4 -1 row at 0-9-0 oq member 13-9 2x4 -1 row at 0-9.0 oc, member j 13-10 2x'4 -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 lr�\�� j�\ �' B� Z// ply conneotlors have been provided to dstribute only bads noted as (F) or (B), unless otherwise Indicated \ E 3) Unbalanced roof live loads have been considered for this design. S�� 4) Wind: ASCE 7.10; Vatt=160mph (3secord gust) Vasd=124mph; TCDL=4.2psr; BCDL=5.Opsf; h=15ft; Cat II; Exp C; Encl., / GCpi=0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60 ` / Continued on page 2 4 / PE 76Q51 a job N55 Ns5 ype NYAN 135bAMITIX ABa HIP'-1 1 2 Job Reference (ootbrell r aauNea TNM Ca r@MN, Tarl Feree, R Ural Run: B2c0 a Nw b 201] Rwt 8230 s Otl 21 2018 NOTek hda5dee, Ne. Man Nav 18 0]:Sa07 2018 Pa e 2 �d y ID:EaPoUlwCNA016w9O7vTFdY15cK-Wx MgDZo1(2w1uLKbam3lNmogSrRk28=lwpyHRsM „.^&07m.*t 5) Provide adequate dralnaga to prevent:water ppnrl 8) All plates ere M120 plates uNeas 6th4rwlse Indca�ed. r� K- 7) This truss has been designed for a 10.0 psf boGom ohond INe load nonconcu rend with any other:INe.loads. 6) Provide mechanical connection (by others) of.hw'to bearing plate capable o1 withstardril 1298 to uplift at Joint 21 and 1298 Ib uplift at Joint 12. 9) Hanger(s) or other connection device(t) shall be provided sufficient to support concentrated load(s) 176 Ito dawn and 238 Ito up at 7-6.0, 94 Ito down and 139 Ito up at 95-12, 9411 down and'139 lb'up at'' 11-6-12, 94 lb down and 139 lb up at 13512, 94 to down and 139 Ito up at 15812, 94 (to down and 139 Ito up at 17.6.12, 94 Ito down and 139 Ib� up at 19-&12, 94 lb dawn and 139 Ito up at 214)-0, 94 Ito down and 139 to up at 2254, 94 Ito down and 139 Ito up at 24-54. 94 lb down and 139 to up at 2654. 94 lb down and 139 Ito up at 28 5.4„54lb down and 139 Ito -4 up at 305, and 94 Ito d down a 139 lb up at 3254, and 176 Ito down and 238 lb up at 34-6-0 on top chord, and 252 Ito down and 123 6 ap at 7-f b, 7b'Ib down at 9-6-12, 70 Ito down at 11.6-1% 70 Ito down at 13-6-12, 70 Ito down at 15512, 70 Ito down at 175-1Z 70 to down at iM.12, 70 lb down at .2140, 70 Ito down at,.22-54, 70 to down at 245-4, 70 lb down at 265-4, 70 Ito down at 2B-54, 70 ib dawn at 3D5-A and 70 lb down at 32-54. and 252 to down and 123 lb'up at 3454 on bottom chord The designfseledion of such connection devices) is the responsibility of others. LOAD CASES) Standard 1) Dead + Roo(1Ne (balanced): Lumber Increase=1.25, Plate Incnease=1.25 Unifomf Lpaus (ply Vort: "=-54, 3-9=-54, 9.11=-54, 1-11=-20 `Concentrated Loads (Ib) Vert 3=-129(B) 6=94(B) 9=129(B) 20=252(B) 13=252(13) 22--94(B) 23--.94(B) 24=-94p) 25-94(B) 26=-94(B) 27=34(8) 28=94(S) 29= A4(B) 30=MB) 31=54(B) 32=-94(B) 33=.94(B) 34=47(E3) 35=47(8) 36=47(B) 37=47(B) 38=47(8) 39=-47(B),40=-47(B) 41=47(B) 42-47(B) 43 47(B) 44-47(8) 45=47(B) 46=47(B) ��\\\N\\ �''PN PE*6 51 11.� 1 �'>7• � " 5TATtZ7F^' j � � �IU + 145&hMITM 3 1 Seale= 1:34.4 R LOADING (psi) SPACING- 2-M CSL DEFL In (too) I/deft L/d PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TO 0.70 Vert(LL) -0.12 1-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 1-9 >968 180 BOLL 0.0 Rep Stress Ina YES WB 0.17 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 MatrixS Weight: 96 lb FT = 10% LUN®ER- TOP CHORD 2x4 SP N0.2 - SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2 SLIDER Right 2N6 SP No.2 2-9.10 REACTIONS. (Ib/s¢e) 6=74010-M (min 0-1.8), 1=740/0-M (min. 0-1-8) Max Hom 1=-81(LC 9) Max Uplift6=-252(LC 9), 1=-258(LC 8) BRACING - TOP CHORD Structural wood sheathing dire* applied or 44.0 oc purling BOT CHORD Rigid ceiling directly applied or 8-8-5 oc tracing. MITek recommends that Stabilizers and required cross brecing be Installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. 0b) - Max. Comp.IMax. Ten - All forces 250 (Ib) a less except when shown TOP CHORD 1.2--1381/484, 23=1206/440, 3-0=-1121/405, 45=-1215/442, 5.&-1274/428 BOT CHORD 1-9=-457/1224, 8-9=-2041837, 7.8=-2041837, 6.7=.319/1093 WEBS 1 2-9=-2901272, 3-9=-1821449, 3-7=-139/329 NOTES- 1) Unbalanced rear INe loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3,second gust) VasW124mph; TCDL=4.2pef BCDL=5.Opsf, h=1511; Cat II; Fxp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load noncencerrennt with any other live loads. 4) Provide ineohan4xl connection (by others) of truss to bearing plate capable of withstanding 252 ib uplift at joint 6 and 258 Ito uplift at !am 1. LOAD GASE(8) Standard >NAL E\%2- 1111111\\\ U a Miss .. nn59 ype S y RYAN 145?0.MITFJ( e2 �^" COMMON 1 1 ' 3ah Reference o ' re ., ft e 4 awmem RvV9 CanpaNes, FM Plcrc% FL 34951 Run: 83 a Nw 30 2017 Rbt 6230 a OR 21 me h4Tex rMeales. Oro. rem Ncu 19 ar:e M 3018 peye 1 r, ID:EaPOUIwLWA018wS07vTFdz?5cK<1wgz6MgDZoKzwluLKbam31Ng4g8URs18ozl-4yHhsM h T I 16&q11-40 1&1-7 1080T0.&01 I g`t r.% atlY::e &2-7 }gg M 5-2-9 }}7 5-21 Scale 1:35.6 e� y r..x. 3x4 — — 6x5= 3x4= S 1i �-b-0 j 7-11-13 I 13h2 I 204-0 100 6IIA3 6d-5 B-11-14 Plate Offsets_(XY)— f1:0-0-0,1521. 11:0-1-14,0-0.2). 13:0-2-0.0-2-N1 f4:0-2-8.0-3-01 15:0-2-00-2-111. IS:0-0-40-0-5) LOADING (psi) SPACING- 2-0-0 CSI. OEFL In (loo) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.70 Vend -0.12 1-11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 1-11 >950 180 13CLL 0.0 Rep Stress Ina YES WB 0.17 HOrz(CT) 0.03 8 n1a rJa BCDL 10.0 Code FBC20171rP12014 MaftS Weight: 95 lb FT-10% LUN®ER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS Z(4 SP No.3 WEDGE Left: 2x6 SP No.2 SLIDER Right 2x6 SP No.2 2-9.10 REACTIONS. (lb/size) 8=740AAS-0 (min 0-1.8), 1=74010-M (hen. 0-1-6) Max Horz1=-76(LC 9) Max Uplift8=-247(LC 9), 1=-253(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins. BOT CHORD Rigid calling directly applied or 8-10.12 oc bracing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In armrdance with Stabilizer Installation aulde. FORCES. (Ib) - Max. CompJMax. Ten. - All fames 250 (lb) or less except when shown. TOP CHORD 1-2--1373/468, 23=-1204/424, 5.6=1120/391, 6-7=-1211/427, 73=-1266/413, 3.4=1066/416, 4-5=-9951389 BOT CHORD 1-11=43611215, 10.11=-192/839, 9-10=1921839, 8-9=305M088 WEBS 2-11=-268/258, 4-11=-1721436, 4&=-131/317 NOTES- 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad:quate drainage to prevent water podding. 4) This truss has been designed for a 10.0 psi bottom chord live load rorlconaneht with art/ other live bads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 247 lb uplift at joint 6 and 253 It, uplift at joint 1. LOAD CASE(S) Standard PE 76Q51 fi T Scale= 1:34.2 4x4 = 6x7 = 3x8 II 1�0) 204-0 1.0.0 7-0-0 6-0-0 1� Plate Offsets(XY)— r1:0-0-0.13-21 r1:0-1-1404)-21 R:0.2-00.24113:0540-2-81 r4:0-2.80-0-21 LOADING (pat) SPACING- 2-0-0 Cal. DEFL In (loc) IldeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -D.13 1.7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.28 1-7 -852 180 SCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.04 4 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 MabixS Weight: 91 lb FT - 10% LUN®ER• BRACING - TOP CHORD 2x4 SP N0.2'&Wpt' - TOP CHORD Structural wood sheathing directly applied T3: 2x6 SP No.2 BOT CHORD Rigid ceiling directly appiled or 1"-0 oc bracing. GOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, In accordance with Stabilizer Left ZO SP No.2, Right: 2x4 SP No.3 Installation ulde. REACTIONS. (Ib/size) 4=740aSU (mkt 0-1-8), 1=74010-M ,(min. 0.1.8) Max Horz1=61(LC 8) Max Uplig4=-228(LC 9), 1=-235(LC 8) FORCES. (Ib) - Max. Comp/Max. Ten - A8 forces 250 (lb) or less except when shown. TOP CHORD 1-2=1294 395, 23--1116/408, 34=42284380 BOT CHORD 1-7=-290/1112, 6-7=-27011081, 5-6=27011061, 4-5=-273/1056 WEBS 2-7=0/262 NOTES. 1) Unbalanced roof We loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15R, Cat It; Exp C; Encl., GCp)=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This toss has been designed for a 10.0 psf bottom chord live load nonconcunent with arty other live loads. 5) Provide mechanical connection (try others) of toss to bearing plate capable of withstanding 228 Ito upli0 at joint 4 and 235 It, uplift at Joint 1. LOAD CASE(S) Standard ell PE 76051 �,ti. T �f r " STATEBF"'j � ,O�Ai,�NG=\\�� (`A NSe YDe Y RYAN HIP 1 1 115:'hMTIX 04G .. hri:. Job Reference (optional) ii M 5.00 M 1X4 II 4 4x7 = 5 5x5 _ 1a4 11 3X4 = ix4 II 5x5 3xa = Scale= 1.35.6 15.40 I 20-0-0 111-0-0 un Plate Offsets MY)- M:0-0-10.Edpel. MG-5-4,0-2-01, 15:3S4,0-2-01. [M-4-10.Edpal LOADING (psf) SPACING- 2.0-0 CS]. DEFL In (too) Wall Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.52 Vert(LL) 0.15 9 >999 240 MT20 2441190 TOM 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.21 9-11 >999 180 BOLL 0.0 Rep Stress In" NO WB 0.26 Horz(Cn 0.07 7 n(a n/a BCDL mil Code FBC2017frP12014 Mafix-S Welght:103 Ib FT = 10% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2X4 SP N0.2 WEBS 2x4 SP N0.3 SLIDER Left 2x6 SP No.2 2-10-1Z Right 2x6 SP No-2 2-10-12 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-15 oo pudins. BOT CHORD Rigid calling directly applied or 5-10-13 cc bracing. MiTek recommends that StaNlizem and required cross bNcing be Installed dudng truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1109A41-0 (min 0-1.8), 7=1109A-8-0 (min 0-1-8) Max Horz1=46(LC 9) Max Upldl=541(LC 8), 7=541(LC 9) FORCES. IIb) - Max. Comp,/Max. Ten - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=2284/1147, 2-3=2213/1160, 3-12=-2601/1401, 12.13=-260011400, 4.13=260011400, 4-14=2600M40(1, 14-15=-2600/14(10, 5-15=-2601/1401, 5-6=2213/1160, 6-7=-2284/1147 BOT CHORD 1-11=-10042041, 11.16=-10052055, 1D-16=-100512055, 9-10=-1005/2055, 9-17=10042055, 17-18=-10042055, 8.16=-10042055, 7-8=-10032041 WEBS 3-11-28134% 3-9=-3471683, 4-9=-453/404, 5-9=347/683, 5-8=29/341 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=5.OpsF h=151t; Cat II; Exp C; Encl., GCpi=-0,18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This toss has been designed for a 10.0 pal bottom chord live load nonconclrrent with arty other live loads. 5) Provide mechanical connection (by others) of toss to bearing plate capable of withstanding 541 lb uplift at joint 1 and 541 lb uplift at Joint 7. 6) Hanger(s) or otter connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 169 lb up at 6-0.0, 57. Ib dawn and 107 lb up at 8-0-1Z 57 lb down and 107 lb up at 10-0-12, 57 tb down and 107 lb up at 11It,3-4, and 57 I down and 107 lb up at 133-4, and 121 It, down and 169 It, up at 15-" on top choral, and 106 It, down and 100 Ib up at 6.0-0, 41 lb down at 8.0-12, 41 lb down at 10-0-IZ 41 It, down at 113-4, and 41 It, down at 1334, and 106 lb down and 100 lb up at 153-4 on bottom chord. The designtseledion 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: 13=-54, 3-5=54, 5-7=SA 1-7=20 Continued on page 2 NN PE 76Q51 ' STATE>9IF�j g� Z \ _ 1� SWNMI TN59.Ca11p0N09, FM PIttCB. FL 36951 '. ..ID:FaPOUIvf-WA016W507VTFdZ75OK�RNWihdGSQYRM ti-0, LOAD CASES) Standard Y. Concentrated Loads Qb) ,,Vert'. 3=-74(B) 5=74(B) 10 27(B) 11=-106(B) 8--106(B) 12---55(B) 13=55(B) 14-55(B) 15=55(8) 16=-27(B) 17=-27(B) 18=27(13) a � , Job— Irasa Ims; lyps R'rAfl Aa2+XMREK Ci COMMON 2 1 ,bb Reference (optionall scuuaan= a cuaPea . eon nerve- n :wao» Y' I �, I p ,r"M y =ID:EaP0Ulz;VA0161vS07VTFd275cKJ7NL illAgRYBT)4r1501L ESBAJRIIb1FRGRist- ax4 = 3 axe II ux. — Scab= 1:28.3 Ia LOADING (pat) SPACING- 2-D-0 CSL DEFL in (loo) VdeB Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.72 Vert(LL) -0.17 1-6 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.35 1-6 >558 180 BCLL b.0 Rep Stress Ina YES WB 0.16 Hom(CT) 0.02 5 nfa nfa BCOL 10.0 Code FBC2017/rPI2014 Matrix-S Weight: 67 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 -Except- BOT CHORD W3: 2x6 SP No.2 WEDGE Let. 2x6 SP No.2 REACTIONS (Ibfsize) 5=60810-M (min 0.1-8), 1=608M-" (Mn. 0.1.8) Max Hom 1=86(LC 8) Max Uplifts=206(LC 9), 1=-213(LC 8) FORCES. (lb) - Max. Comp.Atmr. Ten - All faces 250 (lb) or less except when shown TOP CHORD 1.2=-10541388, 23--814MO, 3-4--866254, 4S=S301246 BOT CHORD 1-7=-3771928, 6-7=-377528, 5-6=-1711717 WEBS 2-6=-303246, 3-0=451409 Structural wood sheathing directly applied or 4312 oc prvlins, except end verticals. Rigid calling directly applied or 9-5-14 oc bracing. MTek recommends that Stabilizers and required cross bracng be Installed during fuss erection, in accordance with Stab6'Izer Installatlon nuide. NOTES- 1) Unbalanced mot live bads have been considered for this design. 2) Wind: ASCE 7-10; VuIMSO r>ph (3-second gust) Vasd=124mph; TODL-42psF BCDL=5.W, h=15R; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DCL=1.60 plate grip DOL=1.60 3) This truss has been designed fa a 10.0 psf bottom chord live bad nonconarmerd with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at Joint 5 and 213 to uplift at )otrd 1. .LOAD CASE(S) Standard �\\\4Ui�PN�M f7 PE 76Q51 ;— ZU ` - STATEZTF"' j . %�S��ONAL1E�G?`N w.. job I n rype P1iYAN 1452-AMITEK C2 COMMON 1 i - Job Reference o Wnal . ,-40WDem Twk� ry('A�las. FM Ruav, R 34951 .. —. 6 &7dd Scale- 1:28.9 3x4 = 1x4 II s 4 63x4= axa n —1 too t-4-0 s0o 1700 !. s.an Plate Offsets MY)- fY0-0-01-3-21 MO-J-140-0.21 13:0-2-00-2.111 150.2-00.2-111 I&Q-4-40-2-e1 --- --- - LOADING (pat) SPACING- 2.0.0 CSL DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.59 Vert(LL) -0.17 1-8 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.36 1.8 -541 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.02 7 n1a nla BCDL 10.0 Code FBC2017/TP12014 ManxS Weight: 67 lb FT = 10% LUMBER- GRACING - TOP CHORD 2%4 SP No.2 TOP CHORD BOT CHORD ZO SP No.2 WEBS 2[4 SP No.3'Except• GOT CHORD W3: 2x6 SP No.2 WEDGE Left 2x6 SP N0.2 REACTIONS. (lblsize) 7=608/0-8-0 (min. 0-1-8), 1=608)0-8-0 (min. 0-1.6) Max Horz1=78(LC 8) Max Uplift7=197(LC 9). 1=-205(LC 8) FORCES. 0b) - Max. Comp.lMax. Ten - All forces 250 (lb) or less except when shown TOP CHORD 1.2=.10411362, 23=-828I264, 5-6=889M42, 6-7=-526235, 3.4---744273, "=.7441273 BOT CHORD 1.9=-346MU. 8-9=-3461914, 7.8=-1641744 WEBS 2-8=-281219, 4-8=-281398 Strrxtural wood sheathing drectly applied or 5-0-2 oc purlins, except end veNcals. Rigid selling directly applied or 9-10-14 oc bracing. MlTek recommends that Stabilizers and required cross bracing be installed during buss ereetloR in accordance with Stabilizer Installation nuide. NOTES- 1) Unbalanced roof Ihre loads have been considered for Ihis design 2) Wind: ASCE 7-10; Vult--160mph (3second gust) Vasd=124mph; TC4)L=4.2psr; BCDL=5.Ops1; h=1510 Cat II; Exp C; Encl., GCPI=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pording. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcune t with arty other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 7 and 205 lb uplift at Joint 1. LOAD CASE(S) Standard .\PJMEIB PE 76Q51 if r " STATE'DIF'; p:, Z S/ONALIENG?\\\\ I —IT job MW "7ypet; NSS =_ -,Y y RVAN F 1452-xmlI a3a HIP 1 1 Job Reference o Hal Tuns. cmgames. Pon Hate. K wws O. 4x7 w, 3. LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grp DOL 1.25 TC 0.78 TCDL 7.0 Lumber DOL 1.25 BC 0.55 BCLL 0.0 Rep Stress lncr NO WB 0.11 BCDL 10.0 Code FSC20171TPI2014 MatrbaS LUMBER - TOP CHORD 2x4 SP No.2 -Except' T2: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS ZO SP No.3 REACTIONS. (lbisize) 11 928A)-9A (min. 0-1-8), 7=928/0-9-0 (min.0-1-8) Max Horz 11=46(LC 8) Max Upliftll=462(LC 8), 7=-462(LC 9) -o ID:EaPOUluC4VA016WS07vTFdYISCK-nJ>aX1hT4Peh9L2jSOcE8SS8Berb1", ly K 0-0 to." , 19ae Scab- 1:29.9 4x4 = DEFL in (loc) Odefl L/d PLATES GRIP Vart(LL) 0.21 8.10 >892 240 MT20 2441190 Vert(CT) -0.31 B-10 >602 180 Hoa(CT) 0.02 7 n/a n/a Weight: 72 lb FT = 10% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-9 0o purMe. BOT CHORD Rigid calling directly applied or 9.6-11 0o bracing. Mrrek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabllizer Installation aulde. FORCES. (Ib) - Max. Comp./Max. Ten - Al forces 250 pb) or less except when shown. TOP CHORD 1-2=1198/606, 2-3=-13561721, 3-12=-1192/683, 12-13=11921683, 4-13=1192/683, 45=13567720, 5-6=1198/606 BOT CHORD 1-11=-592M184, 10-11=-60611184, 9-10=6(wll92, 9-14-504/1192, 8-14--604M792, 7-8--592/1184, 6-7=59211184 WEBS 2-11=463/316, 3-10=01285, "=0/284, 5-7=463/318 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1h160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h-158; Cat II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This tr s's has been designed for a 10.0 psf bottom chord live load nonconcurent with arty other live loads. 5) Provide maglaNpl connection (by others) of truss to bearing plate capable of withstanding 462 lb uplift at joint 11 and 462 lb uplift at joint 7, 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 169 lb up at 6.0-0, 55lb dawn and 107 lb up at a-0-12, and 55 lb down ant 107 lb up at 911-4, and 121 lb down and 169 lb up at 12-0-0 on top chord, and 106 Ito down and 100 lb up at 6.0-0, 41 lb own at 8.0-12, and 41 to down at 9-11-0, and 106 lb dawn and 100lb up at 11-114 on bottom chord The dasgnvselection of such connection devices) 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). LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Rate Increase=1.25 Uniform Loads (ph) Vert 13=54, 3-0--54, 4-6=54, 1-6--20 Concentrated Loads Qb) Vert 3=74(F) 4--74(F) 9=27(F) 10=-106(F) 8=106(17) 12=55(F) 13=55(F) 14--27(F) z ! PE76051 i. s!ONAL �N��\��• 811111111�\\ to �M 0 y! �. 145ZXMITEK a � 7(. 35au0an, TM"o carp, y MU 1-4-4 t-&74 6� a ad -a a-0-6 ' 1-0-4 �os1t( a-s-a I __-- z-s•ta t aaab= 1:17.2 Plate Offsets(YY)- 12:0-0-80-1-12117:0-1d01-8-6117.0-"0-1-121 LOADING (pst) SPACING- 2.0-0 CS1. DEFL In (loc) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.38 Vert(LL) -0.07 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) .0.09 6-7 >834 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(Cr) -0.02 4 n/a nPa BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 30 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS N41 SP No.3 BRACING - TOP CHORD SOT CHORD REACTIONS. (Ib/size) 4=83/Mechanical, 5=1081Mechanical, 7=25410-11-5 (min. 0-1.8) Max Hom7=123(LC 4) Max Up1ift4=-59(LC 4), 5=57(LC 4), 7=-166(LC 20) Max Gmv4-95(LC 17), 5=10B(LC 1), 7=254(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6.0-0 oc purlins Rigid ceiling directly applied or 10-M oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.CpsY h=1511; Cat II; Exp C; Encl., GCpl=0.1,8; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with arty other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (try others) of truss to bearing plate capable of withstanding 59 Ib uplift at joint 4, 57 Ib uplift at joint 5 and 166 Ib uplift at joint 7. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 Ib down and 110 Ib up at 2.11.0, 30 Ib down and 110 Ib up at 2-11-0, and 26 Ib down and 52 Ib up at 5-8-15, and 26 Ib dwvn and 52 Ib up at 5-8-15 on top chord, and 71 Ib up at 2-11-0, 71 Ib up at 2-11.0, and 5 Ib down and 2lb up at 541-15, and 5 Ib down and 2 Ib up at 5-8-15 on bottom chord The design/selection of such connection device(s) Is the responsibility of others. 6) 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 (pit) Vert: 1-4=-54, 15=-20 Concentrated Loads Qb) Vert: 8=72(F=36, B=36) 10=94(F=47, B=47) 11=3(F=2, B=2) , Vwa e N55 N55 lype Y MY 1952-A-MMEK '.il: G7 JACK' 2 1 Job Reference o nel swi 1Nw CPnp9rde9, FM Men=. FL Joe 1 1-0-4 147-19 6A-7 10-5.12 10572 1-d-d (0-&111 4F-9 4-1-5 I Plate Offsets (XY)— f20-0-60-1-121 12'0-1-71-7-141 1840-00-1-121 LOADING (psp SPACING- 2-M CSI. DEFL in (hoc) Well Ltd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.45 Vert(LL) -0.04 6.7 >999 240 Wr20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress lncr NO WB 0.16 Horz(CT) -0.03 4 rda n/a BCOL 10.0 Code FBC2017/-rP12014 Matrix-S Weight: 41 Ib FT = 1MA LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/slze) 4=111/Mechanical, 5--234/Mechanioal, 8=481/0-11-5 (min. 0.1-8) Max Holz 8=153(LC 4) Max UpliR4=--94(1.O 4), 5=d04(LC 4), 8=-186(LC 4) FORCES. Qb) - Max. Comp/Mac Tem - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=381/115, 2.9=4431159, 3-9=3941169 BOT CHORD 13=108/383, 8-11=-2491383, 7-11=-2491383, 7-12=249l383, 6-12=2491383 WEBS 2-8=3031190, 3.6=431281 Structural wood sheathing directly applied or 6.0-0 oc purlins. Rigid ceiling directly applied or 10-M oo bracing. Mlrek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation Oulde. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-4.2pe-f; BCOL=5.OW; h=15ft; Cat II; Exp C; Encl., GCpk0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other We foods. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at Joint 4, 104 lb uplift at joint 5 and 186 to uplift at Joint 8. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 38 lb up at 5.0-7, 23 ib down and 38 lb up at 5-0-7, and 51 lb down and 93 lb up at 7.10-6, and 51 lb down and 93 to up at 7-10.6 on top chord, and 4 to up at 6-0-7, 4lb up at 5-0-7. and 21 Ib down at 7-104, and 21 lb down at 7-10-6 on bottom chord. The designlsetection of such connection devices) Is the responsibility of others. 6) 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 Untfonn Loads (plf) Vert: 1-4=-54, 13=-20 Concentrated Loads (lb) Vert: 10=39(F=-19, 8=19) 11=7(F=4, B=4) 12=-24(F=-12, 13=-12) PE 76Q51 r :;-:Ix---STAIEMF� J� Job N5a N� YPe Y ftYAN 1/52 MITIX J1 JACK 1 ,lob Reference toc6onaD eaNem Truss Companies, FM Plena, R U951 -- � Run: 6211a s Nw ae mrT vinE e.90 s OG 27 Z01B NGTek navvma, me. Ma Nw 19 a156:i1 ]018 PoW t ID:FaPoUMCV VA016\t80NTFtlY75eK-ji3UxjlkoOgPPeC6ZReiDtl(g1 RIMlickj2Gv2hYHhs tab � 1-60 ' F 's f Scale - 1:7.6 LOADING (psf) SPACING- 2-M CSL DEFI- In (loc) Ildell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.06 Vert(LL) 0.00 1 nlr 120 MT20 244M90 TCDL 7.0 Lumber DOL 1.25 I BC 0.02 I Vert(CT) I -0.00 1 nlr 120 I BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 Na n(a BCDL 10.0 Code FBC2017rrP12014 Mafrtx-P Weight: 51b FT = 10% LUMBER- , TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (IWeize) 2=95lMechanical, 3=141)-&0 (min. 0-1-8) Mel Horz2=124(LC 1), 3=-124(LC 1) Max Uplift2=54(LC 8) Max Gmv2=95(LC 1), 3=29(LC 3) BRACING - TOP CHORD Structural wood sheathing directty applied or 1.6-0 oo punins. BOT CHORD Rigid ceiling directly applied or 6-04) oc bracing. MiTek recommends that Stabilizer; and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation gulicle. 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=5.0psf, h�15R, Cat II; Exp C, Encl., GCp; MWFRS (envelope); Lumber OOL=1.60 plate grip DOL=1.60 2) f=0.16 This truss has been designed for a 10.0 pst bottom chord live load nonncumerd with any other live loads. 3) Refer to'girder(s) for truss to truss connectlons. 4) Prwlde mechanical connection (try others) of fuss to bearing plate capable of wfthstandlrg 54 Ill uplift at Joint 2 5) Non Standard bearing condition. Review required. LOAD CASES) Standard Job lruss Imes lype - Y RYAN 145&hMITEK „e J2 JACK 8 1 _ Job R f rents (optiona0 a ejn TNss COInpanles. FOIL PI=, FI. 34851 - wm a.2w 8 No! 30 zni PMC e.MD a 0d 2i 20i8 r✓u ICI{ Ilas4ie- Inc.v c. M Nr 10 01:ae:,, 2018 NM rt IDEaPDUIw6W CWAO1S07vTFdz75cKji3UxbkWgP,'eCBZReIDMRehNiFk¢GV2byHh: Scale = 1:8.7 LOADING (psi) SPACING- 2-" CSL OEFL in (lot) I/de0 L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.07 Veit0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.02 Herz(CT) -0.00 3 Ma n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 7 lb FT = 10% LUMBER- BRACING- TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood shea"g directly applied or 2-0.0 oc pudins. SOT CHORD 20 SP No.2 SOT CHORD Rigid calling directly applied or 10-M oc bracing. WEBS ZO SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation aulde. REACTIONS. (lb/size) 3=-34/Mechanlcal, 4=-43/Mechanical, 5=223/0-8-0 (min. 0-1-8) Max Horz5=43(LC 8) Max Uplif13=34(LC 1), 4--43(LC 1), 5=66(LC 8) i Max Gmv4=5(LC 0), 5=223(LC 1) FORCES. Qb) - Max. Comp./Max. Ten. - Alt forces 250 (lb) or less except when stunvn. NOTES 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15F; Cat II; Exp C; Encl., GCph0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 2) This Iruss has been designed for a 10.0 pet bottom chord live lead nonconcument with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection @y others) of truss to beefing plate capable of wilhstantlUe 34 lb uplift at joint 3, 43 lb uplift at joint 4 and 66 Ill uplift at joint 5. LOADCASE(S) Standard i (� PE 76 51 � 11111111\Xn' It o N55a N5a ype Y RYAN 1452-AMITIX J JACK 4 1 Job are.. a ' na 6wth. Tmo Companies, Fat Place, R M951 Run: 82W a Nw 307 MI: OMO a OC 212018 MTM ptlis % M Man Nw 1s 07b9:1020Ie ' 1 ID:EaPONMAO16wSO7vTFdz75cK-FW51Mi5dYnVdwQi7Thg7Uy2JWeFveW WMW8yF�hsJ �.. I 1-4-0 3-6.0 1-0-0 2.2.0 Beale= 1:11.8 LOADING (PSI) SPACING- 2-0-0 CSL OEFL in (loc) I/den Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BOLL 0.0 Rep Stress Incr YES WB O.M Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 12 Ib FT = 10% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc punlns. SOT CHORD 2x4 SP No.2 SOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Usize) 3=38/Mechanical, 4-8/Mechanloal, 5=208/0-8-0 (min. 0.1-8) Max Harz 5=72(LC 8) Max UpIBM=-48(LC 8), 5=-62(LC 8) Max Gmv3=38(LC 1), 4=28(LC 3), 5=208(LC 1) FORCES (lb) - Max. Comp./Max. Ten - M forces 260 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7.10; Vuit=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat II; Fxp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1,60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcuner3 with any other live loads. 3) Refer to,glyder(s) for buss to truss camectiorrs. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at Joint 3 and 62 lb uplift at Joint 5. LOAD CASE(S) Standard `lr PE*T7 I1 5r "STATE@F'I' //FSS%Ni�,��1G \�� e MSS N55 WIG y RYAN 1<SbAMOIX JI JACK a 1 I Jab Reference o ' n SOy.Y�N01>1i1+kTIu59 corricanes Fart Rpae, R Ma51 H,HI: ii( S NW..V'1.... 8 V4L MDIW.. 1.4`y"J' • f10 I:EPGUIwCAO16YS07vTFdY15cK-FVV5K4i5dYnV; JRTP�UOg2W1R'DeFq/'.OWMWry sJ d D 2-0-0 - Scale - 1:12.8 LOADING (psf) SPACING- 2-0-0 CSL DEFL In (loc) Ildell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.09 Vert(LL) -0.00 4.5 >999 240 MT20 2441190 TOM 7.0 Lumber DOL 1.25 GO 0.07 Vert(CT) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Hom(CT) 40.00 3 nla n/a BCDL 10.0 Code FBC2017frP12014 Matrix-P Weight: 13 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid wiling ciirecHy applied or 10.0-0 oo bracing. WEBS ZM SP No.3 Mfrek recommends that Stabilizers and required cress bracing be Installed during truss erection, in accardarce with Stabilizer Installation guide. REACTIONS. (Iblsize) 3=641Mechanical, 4=17/Mechanloal, 5=220/0-8-0 (min. 0-1-8) Max Ho25-83(LC 8) Max Uplift3=59(LC 8), 5.66(LO 8) Max Grav3=54(1-0 1), 4=40(LC 3), 5=220(LC 1) FORCES. (Ib) - Max. CompJMax. Ten - All forces 250 (Ib) or less except when show NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3sec ind gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This toss has been designed for a 10.0 psi bottom chord live load nonconeurrerd with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 to uplift at Joint 3 and 66 lb uplift at Joint 5. LOADCASE(S) Standard PE 76P51 n UV- '�SjTATFOF�' S%NAI`�NG\�� n �n -, . job ;V Ns5 i NSa Type RYAN ff52AM1TEIC J5 JACK jQly IFly 1 1 Job Reference tortianaIl FW Rena, FL 34951 rnuc alws nw ae Zvv rme o.<wn c i. m ice nwwea, _ 16EaPOUIwCWA016w807vTFdz75cK-FWSkN!5dI nVd1MJ7Thg7S52H4eF ---'By sJ Mow Seal = 1:16.5 Plate Offsets MY)- 12:0-0-120-1-121 i5:0-b81.2-01 f540-00-1-121 -- - - LOADING {psf) SPACING- 2-0-0 CSI. DEFL In (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.20 Vert(LL) -0.01 " >999 240 MT20 244d190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(C) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.01 3 nla n/a BCDL 10.0 Code FBC2017y1`1312014 Matrix-P Weight: 18 It, FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 WEBS 2a4 SP No.3 i BRACING - TOP CHORD Structural woad sheathing directly applied or 5-6-0 oo purlins. BOT CHORD Rigid ceiling direly applied or 10-M oo bracing. MiTek recommends that Stabilizers and required cross bm ng be Installed during truss ered8on, in a=rdance with Stabilizer Installation guide. REACTIONS. pb/size) 3=96dMechanical, 4-40/Mechanical, 5=267/0-6-0 (min. 0-1-8) Max Horz5=113(LC 8) Max Uplift3=.93(LC 8). 5--80(LC 8) Max Gmv3=96(LC 1), 4-71(LC 3), 6=267(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcunerd with ary other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at Joint 3 and 80 lb uplift at jolyd 5. LOAD CASES) Standard \\\\X\ ENSF� f PE 76P51 ih z J STA ORI1, NI I Job I IVss lype RYAN Ilmss 1t52A:MITIX- is JACK JQII JFIY 10 1 Job Reference o nal. SAINtlrI TNA Can00NA. FM PIBC9. R 31851 RNL a30V 4 aW JU PI/ H11L' tl.LN19 VR [1 "NI.. 'ee .MIA nB19fIB$ OK MT liW Itl V/AO:I V N10 R s ID;EaPOUIwCVVA016wSO7vTFdz?5cK-FW5kNi51JYnV 17Thg1R52GleFSaUWJMWey sJ ^.iYl eku. or � « .;+ 1410 4-6-0 i Seale= 1:17.8 Plate Offsets (XY)- 120{L12.0-1-121. (5:0-1-8.1-2-01 15:0-0-0.0-1.121 LOADING (paf) SPACING- 2-G-0 CSL DEFL In (loo) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.26 Vert(LL) -0.02 4-5 >999 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 4.5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.06 Hort(CT) -0.02 3 n1a n1a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Welght: 19 Ib FT = 10% LUNMER- ; TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 3=109/Mechanical, 4=47/Mechanical, 5=283ro43-0 (ran. 0-1-8) Max Hom5=124(LC 8) Max UplI t3=-104(LC 8), 5=-85(LC 8) Max Gmv3=109(LC 1), 4-81(LC 3). 5=283(LC 1) FORCES. (Ib) - Max. CompdMax. Ten - All faces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6.041 oc purllns Rigid ceiling directly applied or 10-" so bracing. MTek recommends that Slabnizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation fluids. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=5.Opsf; h=1511; Cat II; Fxp C; Encl., GCpi=O.'IB; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 par bottom chord live load nonconourrent with any other live loads 3) Refer to gilder(s) for truss to truss corrections 4) Provide mechanical connection (by others) of truss to bearing plate capable of wdtstandiT 104 lb uplift at Joint 3 and 85 Its uplift at Joint 5. LOADCASE(S) Standard PE 76Q51 'STATE%WF ; ORID: Iz //G Se - 12D.a IME -I $D 1-0.0 ) 6-8.0 Plate Offsets (X Y)- r2:0-0.12 0.1-121 15:0.1-81.2-01. f5:0-0.0 0-1-121 LOADING SPACING. 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES DRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Ved(LL) 0.07 4-5 >978 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.13 45 >669 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Hom(CT) -0.05 3 nla n1a BCDL 10.0 Code FBC2017frP12014 Maul%-P Weight 24 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 3=1401110echanlcal, 4=67/Mechanical, 5=33510-8-0 (Min. 0-1-8) Max Honc6=155(LC 8) Max Upff0=-136(LC 8), 5=-101(LC 8) Max Gmv3=148(LO 1). 4-110(LC 3), 5=335(LC 1) FORCES. pb) - Max Comp./Max. Ten - All forces 250 pb) oc less except when shown. WEBS 2-6-•295272 Structural wood sheathing directly applied or 6-0-0 oo purllns Rigid ceiling directly applied or 10-M oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES I 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL-42psf, BCDL-5.OpaY h=15ft; Cat II; Exp C; Encl., GCpi=0.15; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psr bottom chord live bad nonoonounent with any other live loads 3) Refer to birder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ib uplift at joint 3 and 101 lb uplift at Joint 5. LOAD CASES) Standard ,\CENgF.;� PE 76051 A, l� 4�� -.,r r lrll\\\ AN Joe Truss NSS ype RYAN 1x5bAMREK J59 MONO Wass 2 1 � Job Reference o na aoJmem truss wnpema, non riaca,n»m, ':'�`T7+!"'f" ID:taP06 %w,WAOJ MO7vTFdz'75cK-FW5kNi5r n9dnOj7Thg9Sn2Hcae6GGvWMWayfiheJ Scale- 1:16.8 LOADING (psi) SPACING- 2-M CSL D71L In (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ver((LL) 0.02 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 6C 0.17 Verl(CT) -0.03 4-5 >999 180 BCLL 0.0 Rep Stress Inor YES WB 0.05 Horz(CT) -0.02 3 n/a rda BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight: 18 lb FT = 10% LUMBER- , BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.8-0 oc purlirs. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during lass erection, in accordance with Stabilizer Installation oulde. REACTIONS. (Ib/size) 3=100/Mechanical, 4=42/Mechanical, 5=272/0-8-0 (min. 0-1.8) Max Hors 5=117(LC 8) Max Uplift3=37(LC 8). 5=81(LC 8) Max Grav3=100(1-0 1), 4-75(LC 3), 5=272(LC 1) FORCES. 0b) - Max CompdMax. Ten. - All farces 250 (ib) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; SCDL=5.0psh h=15R; Cat II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60 2) This tnrss has been designed for a 10.0 par bottom chord live load nonconcurrend with any other live loads. 3) Refer to girders) for truss to thus connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joird 3 and 81 lb uplift at oint 5. LOADCASE(S) Standard PE 76051 a1 r S�ORI �NAL1ENG? �� Job Tmss ruse lype y RYAN 14sawMmEx MV2 VALLEY 2 1 Job Reference (oceonan Sauoum TM. Co npenks, Fml rho . FL M951 - - - R= 020D s Nw 30 201] PM1�C 8.230 s Od 212a19 A4Tek hMhla- Ne Mm Nw 19 a)36:11 Me Pa9� t 1D:Eap0UIx Z16WSO7vTFdz75CK Gt0JXff PPeC6ZR.MgNRfGN,.WGv2byFihs 5 nor 21r4 i Scale -1:6.9 LOADING (pat) SPACING- 2-0-0 CSI. DEFL In (loo) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.04 Ved(LL) Na - Na 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) nla - nfa 999 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(0) -0.00 2 We Na BCDL 10.0 Code FBC2017ffP12014 MatrixP Weight: 5 lb FT = 10% LUMBER - TOP CHORD 2x4 SP N0.3 BOT CHORD 2x4 SP No.3 BRACING - TOP CHORD SOT CHORD REACTIONS. (Iblaize) 1=472-M (min 0-1-8), 2=34240-0 (min. 0.1-8), 3=132-M (min. 0-1-8) Max Hors 1=26(LC 8) Max Upiiftl=-14(LC 8), 2-31(LC 8) Max Gmvl=47(LC 1), 2=34(LC 1), 3=25(LC 3) FORCES. (lb) - Max. Comp/Max. Ten - NI forces 250 (lb) or less except when shown, Structural wood sheathing directly applied or 2-0-0 oo purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES 1) Wind,. ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h--15tt Cat II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); 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 pat bottom chord live load nonconcunent with any other live loads. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 14 lb uplift at joint 1 and 31 lb uplift at Joint 2. LOAD CASE(S) Standard PE 76p5, fi ' STATEBaF"'j� ` . ORID�.G�� s] ` JOD Truss truss lype RYAN 146ZA-MrrEK MV4 VALLEY jQry jF1Y 2 1 ' Job Reference(optionall owaan rhos �-. r Mace, ri. » 1 20 G Rai otlD:EaPOOU1wCWAOl&nSO7vTFdz25cK-ji3UxgkcOgPPeC6ZRe1WWIli NiWdZ 2&X61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (10c) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Ved(LL) nfa - n/a 999 TCDL 7.0 Lumber DOL I 1.25 BC 0.19 I Vert(CT) nfa - nfa 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 rVa nfa 13CDL 10.0 Cade FSC2017rrP12014 Matrix-P LUMBER- i BRACING - TOP CHORD 20 SP No.3 TOP CHORD BOr CHORD 2x4 SP No.3 WEBS Zc4 SP No.3 BCT CHORD REACTIONS. (Ibfsize) 1=11614-0-0 (min. 0-1-8), 3=11614-0-0 (min. 0.") Max Ham 1=64(LC 8) Max Upltftl=35(LC 8), 3=62(LC 8) FORCES. (Ib) - Max. Comp.IMax. Ten - All forces 250 (lb) or less except when shown. 2 3 Stale - 1:11.1 PLATES GRIP MT20 240190 Weight: 13 lb FT = 10% Structurel wood sheathing directly applied or 4-0.0 oc purlins, except and verticals. Rigid ceiling directly applied or 10-U oo bracing. �ek recemmends that Stabilizers and required cross bracing be Installed during Wss erection, in accordance with Stabllzer Irlstallation�ulde. NOTES- 1) Wind: ASCE 7-10; Vut=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 8CDL=5.0psf; h=15R; Cat II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 2) Cable requires continuous bottom chord bearing. 3) This buss has been designed for a 10.0 psf bottom chord live load nonconcunent wN1 arty other live loads. 4) Provide mechaNcai connection (by others) of buss to bearing plate capable of withstanding 35 Ito uplift at Joint 1 and 62 lb uplift at Joint 3. LOADCASE(S) Standard XCE PE 76Q51 ,h T h JOD I Truss russ Iypo RYAN 1452-A-MREK KM IQW VALLEY JVIY 2 1 Job Reference 0 ' na S"M TNa Cgrpedw, Fat Ple .FL 34951 nun: a.2ws um 30 mvP t a140 s Oct 212018 MTex MWS %Ire. Um Nm 190 Ml 2018 N 1 16EaPDUIwCVVA016v,G07vTFdz75cKji3UxykcOgPPeC6ZReiDOCVrAw x:kJZGv2byrmsl 9-C-0 6.0.0 2x4 i LOADING (pat) SPACING- 2-0-0 OSL DEFL in (loc) UdeO Lfd TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) nfa - nfa 999 BCLL '0.0 Rep Stress Ina YES WB 0.00 H=(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrbr-P LUMBER- BRACING - TOP CHORD 2x4 SP No,3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS ZA SP N0.3 GOT CHORD REACTIONS. (Iblsize) 1=190/6.&0 (min D-1-8), 3=190/6d-0 (min. 0-1.8) Max Ho¢ 1=105(LC 8) Max Upiiftl=57(LC 8), 3=101(LC 8) FORCES. '(lb) - Max. Comp./Max. Ten - All force$ 250 (lb) or less except when shown 1.6x4 II 2 1.15A II Seats: 3/4"' PLATES GRIP MT20 244/190 Weight: 20 lb FT = 10% Struchual wood sheathing directly applied or 6-M oc purlins, except end vedicals. Rigid ceiling directly applied or 104).0 cc bracing. MITek mcortmends that Stabilizers and required crass bracing be Installed during trues erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.W; h=15$ Cat I% Exp C; Encl., GCpI=0A8; MWFRS (envelope); 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 nonconcunerd with any other live loads. 4) Provide mechanical connection (by otters) of buss to bearing plate capable of withstanding 57 Its uplift at joint 1 and 101 to uplift at Joint 3. LOAD CASE(S) Standard PE 76A51 a, s �-a 51AItIOt-- � s/ttONA /;?�� ///1111111\\ t?L I