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HomeMy WebLinkAboutTrussALL WALLS SHOWN ON THIS LAYOUT ARE TO BE LOAD BEARING APPROVED TRUSS ANCHOR BY BUILDER SQUARE CUT OVERHANG Nil (V V (V c7 V L) KD I.- m m ED a ¢ a a ¢ ¢ a a a a a a a ¢ a a a a L) L) v L) 0 0 N 'a co it J1 J J J J J J J7 J7 7-0" 2' 0" 2' O" I 9'-4" CLG. i 2' 0" 2' 0" 2' 0" 1' 4' o 2' 0" 2' 0" IL J1 J3 J5 T 0" -4 9' CL 4" . J7 J7 �r J7 w J7 J7 J5 J3 J1 30" R A G. I I_ I I — - - __ RIC i UIL I E E = BY I 0 —4' LG. . . . . . . . J J J J J J J1 10, 01, . _ --- 9'-4" CI-G. V LE I 11 3' J26 . . - 4' 0 � Cn J26 J26 J26 J26 J26 J26 J1 0 ij C3 io . CLG. flc"'. 2, 0„ '-4" LG. 2, 0„ \ \ A kA A 2' 0" 2' o" e 9 —4 LG. 11 �J J J3 J1 J7G J7A , 6, 7' o" o J3 c co 6' 0" 7' 0" 6 21' 4" 42' 2" 76' 6" TRUSS BEARING HEIGHT SCHEDULE I TYPICAL TRUSS END DETAIL `.r`-ETVED Fl._Lucie Cognty, Permiffime FILE COPY HANGERS TO BE USED (Simpson) or (Usp) AA HUS26 QA HUS26 © HGUS26-2 © THDH26-2 QD HGUS28-2 QD THDH28-2 QH HHUS46 QH THD46 © LUS24 © JUS24 NOTE: YOUR SIGNATURE WILL ACKNOWLEDGE: 1) AUTHORIZATION FOR FABRICATION. 2) VERIFICATION OF ALL DIMENSIONS, CONDITIONS, AND TRUSSES. TRUSSES WILL BE MADE IN STRICT ACCORDANCE WITH THIS PLACEMENT PLAN. 3) RECEIPT AND USE OF "BCSI-B1 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES" (TPI). 4) NO BACK CHARGES OR CRANE CHARGES OF ANY KIND WILL BE ACCEPTED UNLESS SPECIFICALLY AUTHORIZED IN WRITING BY TRUSS PLANT MNGMT. SIGNED TITLE DATE All spacing is 24" O.C., except as noted. All walls shown are bearing, except as noted. All valleys calculated with sheathing under. Number of girder plies to be determined by engineering. DO NOT CUT OR ALTER TRUSSES w/o AUTHORIZATION FROM THIS OFFICE. Labeling trusses is a service, not o requirement. Engineered drawings supercede labeling of trusses. It is the responsibility of the builder to utilize engineered drawings when erecting trusses. WARNING ERECTION! BRACING IS NOT THE RESPONSIBILITY OF TRUSS DEWA R, PLATE MANUFACTURER, NOR TRUSS FABRICATOR PERSONS ERECTING TRUSSES ATE CA IDO TO SEEK PROFESSIONAL ADVICE REGARDING ERECTION BRACING WHICH IS ALWAYS REQUIRED TO PREVENT TOPPLING AND DOMNONG DURING ERECTION; AND PERMANENT BRACING WHICH YAY BE REDLXRED N S�ECIFlC APPl1CATlNS SEE "BC9-81 Summery Steal COMAENTARY and FECOM DIDAIMM6 fu HAIBIM INSTALLING R BRACING METAL PLATE CONNECTED WOOD TRUSSES- (TPI). TRUSSES ARE TO BE ERECTED AND FASTENED IN A STRAIGHT AB PLUMB POSITION MIERE NO SHEATHING IS APPLIED DIRECTLY TO THE TOP CHORDS; THEY SHALL BE BRACED AS SPECIFIED ON THE TRUSS DESIGN. TRUSSES SHALL BE HANDLED WITH REASONABLE CAE DINING ERECTION TO PREVENT DAMAGE TRUSS COMPANY SUPPLIES ONLY TRUSS TO TRUSS CONNECTIONS. TRUSS COMPANY WILL SUPPLY ALL TRUSS TO TRUSS HARDWARE O CONNECTIONS FOR REACTIONS UNDER 5000 POUNDS. FOR ALL REACTIONS GREATER THAN 5000 POUNDS, OR SKEWED, NO HANGER IS SUPPLIED. CONTRACTOR SHOULD CHECK ALL REACTIONS FOR PROPER CONNECTIONS. MWFRS(Envelope)/ASCE 7-10(Low Rise) Exposure Category : C Bldg Category: 2 Wind Design Velocity :1i MPH Imp. Factor : 1.00 Wind Load Duration Factor : 1.60 Mean Roof Height :16' Dim M 9eddv Slmct Eno f76051 2590 K OW IFThMy Fat Pace, FL 301 (772) 464-4160 Trusses shown an this layout are a component part of the buNding S and show truss location. Proper erection, temporary and pennonent bracing design are the responsibility of the building r�.pT (772) 464-4160 designer or his engineer. Lateral bracing shown on the Individual �yy)N iityJJ truss drawings must be placed during the erection procedure. COMPAI�TIFS, INC" JOB NO.: qR 2590 N.1Kings CHighway `Fort Pierce, FL 34951 11 OT: 63 RI K• GHO HONES Lucie County Grenadine Jem Tditonal j4=i'—o"0/rleadowood SOUTHERN CDMPANIES Southern Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772) 464-4160 * Fax: (772) 318-0015 Project Information: Job Number. J19013.82 GHO Homes MW 63 Grenadine Jam Address: Lot 63 City, ST, LP: Saint Lucie County, FL General Truss Engineering Criteria & Design Loads Building Code and Chapter: FBC2017ITP12014 Computer Program Used: MITek Version: 8.31 Aug 1 Gravity: Gravity: . 45.0 psf ROOF TOTAL LOAD N/A Wind Building Authority: 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) St. Lucie County No. Date Truss 1D# 1 09/24/19 Al 2 09/24/19 A2 3 09/24/19 A3 4 09/24/19 A4 5 D9/24/19 AS 6 09/24/19 A6 7 09/24/19 A7 8 09/24/19 AB 9 09/24/19 A9 10 09/24/19 A10 11 09124/19 A11 12 09/24/19 Al2 13 09l24/19 A13 14 p9/24/19 A14 15 09/24/19 A15 16 09/24/19 A16 17 09124/19 A17 18 09/24/19 B1 19 09/24/19 B2 20 09/24/19 B3 21 09124M9 C1 22 09/24/19 C3 23 09/24M9 C4 24 09/24/19 C5 25 09124/19 C6 26 09/24/19 CJ3 27 09/24/19 CH This cover sheet is provided as per Florida Statute 61G15-31.003 in lieu of signing and sealing each individual sheet. An Index sheet of the truss designs is attached which is numbered and with the indentification 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 ID# 28 09/24/19 CJ26 29 09/24/19 D1 30 09/24/19 D2 31 09/24/19 D3 32 09/24/19 J1 33 09/24/19 J3 34 09/24/19 MG 35 09/24/19 J5 36 09/24/19 J7 37 09/24/19 HA 36 08l24110 J7G 39 09/24/19 J26 Q 09/24/19 V2 41 09124/19 V4 Ng11r' 0�3� E® Five �bp DEC I 1 ST. L` cle county pear Page 1 of 1 TYPICAL DETAIL @ CORNER - HIP NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.LFactor=1.00) rids toe nails only have 0.83 of lateral Resistance Value. HIP GIRDER 12 OVER 0 9-9-5 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT Q UP TO 265# = 2-16d NAILS REQ'D. © UP TO 394f = 3-16d NAILS REQ'D. to Ln J1 A J3 J5 7A use 2-16d O toe nail TT BC H7 (HIP GIRDEF -ill -)II 1 Typical jack 45' attachment toe nail ® TC TYPICAL CORNER LAYOUT & 2-16d 5-0_1 Typical Hip —jack" attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — —— 2-16dnails —--—— BC — _ _ _ _ _ _ .2-16d nails — — — — — J� T0- Him JACK _GlRDEfi TC — — — — — — — 2-16d nails — — — — BC — — — — — — — 2-16d nails — — — — — J7 TO HIP GIRDER TC — — — — — —— 3-16dnails ———-— BC — — — — — _ — 2-16d nails — — — — — HIP JACK GIRDER (CJ7) TO HIP GIRDER TC —————-— 3-16d nails —— ——— DC — — — — — — — 2-16d nails- MINIMUMGRADE OF LUMBER LOADING (PSIS VSTIR. INCR.: 00% Fec2on T.C. 2x4 SYP 2 L D B.C. 2x4 SYP 2 TOP 20 WEBS 2x4 SYP No-3 BOTTOM 0a 10 SPACING 24, O.C. SOUTHERN Fort Pierce Division TRUSS 2590 N. Kings Highway, - - )Fort 509 , () 4 951 C O M PAN I E S 4 1800 232-0509 772 46-4160 ht#yywww=uthernbv==m Fax:(772)31 B-0016 Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce. FL 34951 772-464-4150 r } TYPICAL DETAIL (9� CORNER - HIP NOTE NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.LFoctor=1.25) rids toe nails only have 0.83 of lateral Resistance Value. e 12 n a a u n O O A 0 0 O HIP GIRDER { 12 105Q& �b 7-0-1 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT Q UP TO 265# = 2-16d NAILS REQ'D. © UP TO 394# = 3-16d NAILS REM). use 2=16d toe nail Tc & BC. Typical jack 45' attachment J1 TYPICAL CORNER LAYOUT III 4II III G) G) G use 3-15d toe nail & 2-16d I 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 —--——-— 2-16dnails — — — -— 13C, -2-16d. nails TC — — — — — —— 3-16dnails —- -—- BC — — — — — —— 2-16dnails —-—— H1P JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — — — 2-16d nails — — — MINIMUM GRADE OF LUMBER LOADING (PSF) STR. INCR_ 25S T.C. 2x4 SYP 2 L D F13=17 G H.2s4•SYP 2 'TOP 20 WEBS 2x4 SYP No3 BOTMM 00 10 SPACING 24' O.C. Fort Pierce Division TRUSS 2590 N. Kings Highway, Fort FL 34951 COI I PAN I E S (800)232 05 9e' (772)464-4160 trt!{S//..,r saun,4„tr,�ccm Fax:(772)31 B-0016 Brian M. Bleakly �Struct Eng #75051 ^2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-41 60 a )h a CO C 10 Face Mount Hanger -Charts MiTek' -wazze Midi Na P k mL $_ W_ -Gaiap n 7' - w--r;.--1 Mir" --ROO '-.:I 125% -11iw 124 =4 1 20 I_916 3 1-IJ2 15116 - 10d 2 10dx1-12 ::010d SWO ::SBD. 320. 1 5,-9 R5, F2 x 1-1/2 FE a- 6440 : EST 320 JL24F-TZ - 18 I_W16 3-ija 1-1/2 - 4 10d HDG 2 10dxl-1/2HDG 465' 5W: W" 280.,. 31, R1, F32 —4 16d HDG 2 lDdXl4/2HDG :.5W, WJ,4151 '2BtF - 2x4 JW4 LUS24 18 1-9/16 3-1/8 1-3/4 1 - 4 10d 2 10d 775. 'M 1 5-10 SUH24 U24 16 1-116 3-1/4 2 I-ams — lod 2 .­575' 10dx.1-112 SOO .5MA &2 380 1 5, -L 4 16d 2 10d X 1-1/2 '19a Rtj 710 1 3801 HD26 HU26 14 1-WI6 3-112 2-lJ2 1-1/8 Arm 4 IN 1Od1X1-1J2 as i 745A 3w: :1 FtS, F2 -Wiil -L 4 615: GO 1 745-1 SOMS - 7 ;15116 ;­ ...6 i:,. -lad, 710 8051 9N 656 ..rL - --'-M 4. WX I-1I1:: - 840' !P 1045- 650- lodxl!Ll/2HDG 1695 j 800 97VI 730. 31. RI, F32 1035-1 730. , J -:.JLIM .111m:4-13116 TDIJ 679. 10DO 11080:1 1115 5, K F2 U158'- lA)d,- • 1295 14754 16M 1, to 131, FR11, 2x E. 6. 110d, 4:1.71 Od * 1-1-12. 75G W. 1 910- 755: a L14 .'-16d It4 -1 `-10d 'x T-112 -.*'I BBU tOM i 1WO 7W .16, 11-sm. .5-7/16'"..3 .16d 6 1.: -.1 6d Z7691 3140133451 1825 t:. . HD26. MR-: 4 •:1 Sd 4 A iod X -1 613, 851 745. 1: M. 5, R5, 616 J Ti I-W 4 2-�[j . 41 6dx - 1MO ISM 14M -7W F21D28 UW: 1236 1390114901 825. _L26 LU26 20 _M6 4_3/4 1-112 ISM6 _ Ild 4 I 1DdX1-112 1 710 - 805 1970 1 650. _L 6 16d 4 I 10d x 1-1/2 841, SM IM f 650* A261F-TZ LUCM 18 1-9I6 4-1n I-= - 16 10d HOG 4 I 1 Od X 1-112 HOG 60.1 83D].870-.1 730. 31, Ri, Fa 6 ledHDG 1 4 1 lodx1-1/2HDG 830. -950 I 1035 730 2M Ume 20 1-M6 B-3/8 1-112 15MO 2_1 10d 6 10111 MJ2 . I I W 1295 1.1295 1 -855 - 5, RS, F2 [o 10 166 1 6 10d X 1-12 140811SM07401 855 12BUZ-7Z - 18 1 1-WIS 6-1/8 1-112 - - I Od HDG 4 10d x 1-1/2 HDG M ... BOMO 10M I T1601 -730:'31, F32 -L 8 16d HDG 4 lBdXI-1/2HDG ISOS '12151-12151 730 JLIS26 LUS26 18 1-916 4-13116 1-3/4 1 - 4 10d 4 10d �.Vff 97U 1000 1080 ills' F2 JUS28 LUS28 18 1-9VJ6 6­5M 1-314 1 - 6 10d 1 4 10d IT101270 =51 .1115 S. K 2 8 MUS25 MLIS26 18 1-MS 5-1116 1 2 1 - 6 10d 1 6 10d 1285 t 1475 116* 1 80 31, R1, x MUS28 MLIS28 18 1-9M6 7-1/161 2 1 - 8 10d 1 8 10d 171011970-121401 1290 F32 SUH25 U26 16 I-SM6 5-1/8 2 1-3/16 L lod 4 lad x 1-1/2 755 6 H 16d 4 10dX1-12 880.1 10M IM 753- SUH28 - 16 I 1-9116 6-518 2 1-3116 - I 10d 6 1 10dx1-12 1=11120 1210 &M I led 6 1 10d X 1-112 11751133511440 HUS25 KWS 16 1 I-M 5-7116 3 2 - 14 16d 1 6 1 16d 276013140 3345. ISM 5, FL% fl= zH&iS . 16=tff -T3/16 - 3 2 - 22: 16dI-8- l6d 4rM-M1 2MM- t . F2 HD28 HLMB 14 1-9I6 5-1/4 2-1/2 1-1/8 WM 8 16.11 4 lodx1-112 1230 rM 1490. 760 Max 6 1=1 13M I 149D 825 1 HD210 _8116 1 7-3/16 1 2-112 1-111 Ran �Lo- led 4 l0dxl-M -s"1173STIOW ___T__L 781 -1 Nin 14 6 . 2ISS 1243012610-1 ITZ 1) Uprdt Inds have been kmassed 60% far wind ar seisrdc rw fiaBier'naease chal! be Pem9fted. 2) 16d stakes (0.148 da. x 3-1/4' lord may be used at ON of the table load where lfid comma are spedfied. This dam not p* to aS, HA MUS sWd mR hangers 3) For JU.% Kra, and MW hange= Hans nvid be driven at a V to 45' ogle Itmoi the W or trum bb the header to achieve the table bads 4) HALL, 1 Od x I AM nab are ILI 48' dIL x I AM bn I ad naBs are 0.148" dIL x 3* long, 16d nab are 0.162' ft x 3-12' hij New products or updated product kdamatiori are des aced In blue fwL Cavadon Rdsh WSWnhw Steel Mold Coat IMHDG UTdple Zinc A 112 Confirmed an nod page to cc x Hal1g�-s Face Mount Hanger Charts MiTeW L .t..:_ -.: ', Jtrist 5be~ :,.. :: ;-:., .- _ -= : Stock No :. .. _ - ' • Bd. Nu:_ : - :6319e Dhriens)ons in)'. __:,{ Faddnir .a ..: MMiabb Loads jlhs:) . _ e .: to *'= t, �' • _ '• m Code ,- 8eL .-' {I�i• - ' ' W : _ -:r : 9:• - __ D :.. A ' : ; Hat? r- "''4 - Nall :160% '115% 125% 1609E JUS24-2 LUS24-2 18 1 3-18 3-7/16 2 1 - 4 16d '2 16d ' 8D5'- ::920 965 4 • 325 - S1H24-2 U242 16 3-18 3-iB 2 1-18 - 6 '10d 2 IN - 756 `940 .j 910• •• 380 ' 380. 6 16d 2 10d . SB8 '100D HWJ (2) 2 x 4 HD24-2 HU24-2•::.. ..14- 3-18... _. 3-12.- 2-12 1AJ8 , - ' 4.. ..16d; 2- -10d- 'M5 .:695 .:745• 385. :.- HUS24-2 - 14 3-18 3-7/16 2 1 - 4 16d. 2 16d .:850'''965: 1D40 495-. HUS24-21F - 14 3-18 3-7/16 2 1 - 4 16d 2 16d 8E : 965. 1040 { 495 'L8S26 t.. ==18 : -:34e- .. 5-`fl4=x 2 :1 - 4' =:i6d,_, -°.4: .16d- 1040 1185 12M 1355 :. _ SUH26-2'-:..U26-2::.•�.:-:16:, - C :;3-1/B -S-YII6 2 1-18 -:-•. `:•10d':�..4'' '10d 1250 1405 1515f 755 755. 18 . 16d • e 4 : 10d 1470- 1670 1800 HD2442 : -, :M24-2 ' == _ 1'4.:' '3-V8 i::3-M (.216d_ :-' 2` 10d 6a5 695• 745 . 385 MS25-2•':.. '...'HUS26-2:':`;-.:14� 3-18 .•5-1/4 { ,'2.:..1;:�--� i.:4': .15d '-.4'-� 16d•' 1085 1235 1300' 1155 '(2}2+x6:.. d • HUS26-2f- = • t HUSC34''.-1' 14' ``3-11B. '5-.N =.-2 : '.1'� ''-.: :'4" ' :.164' ' .4'. ;16d 1MS .235 1300 -1155 _ _ 'HD262.;_ _• ...HU26-2•:=:•':'..a4._ -` -- .3115': = ' •5-]/4 - '2-121-1/6 ' ' '• Inn-t Max 6' :12 16d '4 10d. 1Z30 t390 1490 780 :1170 : • 6 _ - 1850 2D85. 2235 HUC28.2 =' ::':14 •' -3 18'.i1 .5-1/4 2-1/2 ?- ::: :.16d :' 4 ' ' 10d 1230 139D ) 1490 : 780 •' (. 1170' :Max ' 12 .-'6: 1850 201851 2235 JUS26-2 LU526-2 18 3-11B 5-1/4 2 1 1 - 4 16d 4 16d 1040 1185 I 122U M-5 Fi JLM28-2 LLMB-2 18 3-18 7-18 2 1 - 6 16d 4 16d 1325 1510 16451 -1355 SUH26-2 U25-2 16 3-18 5-1/16 2 1-18 _ 10 10d 4 10d 1250•.1405 1515 F 755 10 16d 4 10d 1470 1,670 18MI 755 SUH28-2 - 16 3-18 6-1/4 2 1-1/8 _ 12 10d 4 10d '1500' 160 IBIS -.755 ' 12 16d 4 10d '1765 -191511D15.- 755'. .ME26-2 HUS26-2 14 3-18 5-1/4 2 1 - 4 16d 4 16d 1D85 .1235 1300 -1155 HUS26-2F HUSC26-2 14 3-18 54A 2 1 - 4 16d • 4 16d 1085 IMS4 13001 1155 2 8 :HUS28-2 HUS2&2 14 3-18 7-18 2 1 - 6 16d 6 16d 16MM 185041995 ( Isla(2) x HUS28-21F HL=28-2 14 3-18 7-18 2 1 - 6 16d 6 16d 1625. 1AMP9951 1810 5' R5, HD26-2 HU26-2 14 3-18 5-1/4 2-12 1-1/8 h9mt 8 12 16d 4 10d 1230 .1390(1490 780 ( F2 6 •1850 :2085 1.22351 1170 H026-21F HUC26-2 14 3-i18 5-1/4 2-12 - 16d 10d 1230 ' 1 490 780' 1Min 2 6 M28-2 HU28-2 14 3-1B 7-18 2-12 1-18 win Max 10 14 16d 4 10d 1540 1735 (180 (• 78D " 6 2155 24M ( 2610 1170 HD28-21F HUC28-2 14 3-1/8 17-18 2-1/2 _ Mm 10 16d 4 10d 1540 '1= 1865 14 6 2f55 2430 ( 26111 74 -• -2:- ..t. ,- 6:_ 16(f -4.- 16d 7325'1510 1US 4781� `JUS210-2••';- 11=0-2 =18 ' : 3-118 9-18' •F'. j '1• ' -'• 8.::. 16d' 6 16d • 1845 2105( 229D SUk8-2:.- - - - 46- • _3 .18 _6-1/4 2,-•.1-18 -_ :..':• ]2. r•10d -. 4 . -10d 15D0 1b85 16151. 755 `4 _ -100 7a55 j 19151 V.5 1 -755 SUHZ10-2 U210 2.- ..lfi 3 1/8 - :• 8 9/16 .. '.-'2 1=18 IS •10(f •' 6 . ':10d 2d00 2245 2420 1135 ' ._ i6. ; ifid 6) 1Dd (2350 z6m (zest 1]35 HUS28-2 •' : ' H115 2 ..' -14 ' �3-1/8. .'•7-18 •2•` _' 1 - _'-- '• 'S . `:16d 6. :16>i -� 1625 '1850 1934 1810 HUS2&2& - t .2' -' t"'•15,. . 3-1/a --1/& .-2 ' '9 : f:=-- ( -fr ';=16d- r 6'. .16d'-( 1625. 1850 1995 181D (29 2x-10 HD2�2 = • ::: -HU2&Z : . ' :E . 14:-7-118 : _ _ • 2-1%2 C :a ' 1=fB `::. ' Ml' 14 : ::: ibd • ::4 , •'-•;- 10d 1640 1 . 2430 i865 Z1D :.780 - 1170 HD28-2F•.'' . C.HUC18-2 ,`: e14. ' 3=1I8: ;Z-1JB 2-112' =�: -;'Max R t -.10 '=' 16d . -• 4. . -' dad. j - 1540 1735 1865 '780' ';1;- 6--. 2153 2�01.2610 1]70 :=166 f =8' j:-16d 21701 2M 2660 } 2=0: H1152'ID-ME HI1�210 2 14 .' 3-18 ' 9-i18 > 2, :::`7•= '.�:- =-8- '-16d 1k ' 15d 2170 '2465 26b6 2Z30 -HD210-2 . '' fiD21&2.' : = °74 . ,3_1B _�9; ' 2-itZ 1=U8 t>&1 ', _14.' . 16d• ' ' - 10d 2155 3080 2436 '3475 26TQ 3lli '1170 ':1950 �10 . _ � BFin..14•_ .�i f6d ::G •. AM 00 2430 261E •.1970 1950 HD0210 4 HllCO210-2 . 14 - &1/4 • ' : S.1 • 3: (1-1R - - -12. '1N5:i - 6 : YtlSi 5D15 559D 5 .2975 j 31. R1, F32 1) Upli@ brads have been inceased 60%for wind or setsrnic b* no hotter increase shall be pew. 2116d sbdm (0.148 dia. x 3-1/e lord maybe itsed at 0.84 of the fable load where 16d camncns are spec&d. This does not apply to M4 fM MUS SW roe hangern;. 3) Far AS and MIS hangers: Naffs mtrstbe driven at a 30• to 45 angle thnu h the jofs3 or truss brio the headwto achkve the table loads. : •a A 4) WS3 Wood Screws are 1/4' x 3' long and are bx h ded with HDg hangers 59 NAD.S:1 Od nails are 0.148' dia. x 3' long, l 6d are 0.1 W dla. x &12' long. New products or updated product bdomta0on are dedpated in blim foal 114 Contirnted on next page r ('angers Face Mount Hanger Charts MiTek' • .• +. - 3ofd Sae .. ..Ohnedslans :. ::' : •` = S1ozk Na ••. .. �,.. Ret Na • •_'. _.-.. &tinge -- ���yL-; ... ABavrable I.fIdILl- �. m •�y' .:::fie. �'IN"o/ `i�iax _ �t.,,� W '. B D '' . `A ..ii'•` ` -. - • floor ''_ Hoot ' �� SUH314 U314 16 2-MG 1 10.9/16 2 1-1/8 - 18 10d 6 1Dd x1-12 :.2250*.1 2525 2725 1135 18 16d 6 10d x 1-12 2645 1.30Z 3D101.1135 HD314 HU3]4 14 2-9/ifi 11-5M6 2-12 1-1/8 Nln24 16 16d B 10dx1-02 2465 2780 29B0 1280 72 SM 4170 44351 209. 3x16 HDM41F HUC3]4 14 2-9MB ll-5M6 2-112 - Nin 16 •16d a 10dxl-12 M• MS- � 4170 4M 1 1Z� �. 2045 Max 24 12 HD316 HU316 14 2-916 13-516 2-12 1-11B 16d 10d x 1 112 3= 2 U IS 12 HD316V HUC316 14 MM6(13-5M6 tI 1 2-12 _ M Maxi 16 25 16d B 10dx1-112 :2 SM 0 15M% 12 4005. 4935 4435 2045• HD38 2. ' -: - . NU38' 2 _ . - .14 ' S-1/e : f, 2-12 4�1/8 Max . �: i4. 46d'. _ • 1540 TM 1865 .-M 6: 2153' 24M 2610 .1170 3 ]0 HD38-2 KM&2 14 6-1/8 I fi-1/8 2-1/2 1-1/8 Min 10 i6d 4 10d 1540 1735 ]8651. 78D Max 14 fi 2155 2430 2610 '1170- (2) x HD310-2 HU310-2 .14 5-1A 8 2-12 1-1/8 Min MaxI 14 16d 6 10d 2155 2430 2610. 1170 10 3080 13473 1 3725 1625 t HD3'124'-:o-'.•... HU312-2 : { 14 -... 51/8. ;10•- -. '2-42.J-1/8 Min 1Q' 'ied ' I. .-:_IOd- :..:. 12465 2786 2980 1065 .M�t. 24 :1 .12.. 13�5: 4t7D 447p .2340 . (2) 3 x 1d HD312-2 HU312-2 14 15-1/8 � 10 1 2-12 1-1/8 Min Max 1 16 24 16d 8 10d 2465 3W5j 27B0 4170 29B0 14470 1 ' 1005 j 2340 t2 ;.1 JUS2fi:3"•3• -.: . LU526-3 •. 18 1 4-SM ,:4-112 (- 2' { -1 •)-: =; ..4 16d . '4 ...• : 166 j 10401 11B5 112201 1355 . SUH26-3 '• .= U26-3 ' ' 16 2 ] : •' -: 8 10d : 2 _ 10d'. tODO 1120 1165 360 8 : 16d 2 :10d ' :11165 1165 1165 380 �28 3' . _ :'. ' I HUZir� t _= 14 I, 45/8' 4-111 2-12 1 1/ Mm ; B d 6d . li d 1Dd '. 1230' 1390 1490 7B0 5 1850 I Z085 f 2235• 1170: 't- . •:. '•: H02fi-3ff_'T_ : - HI1C26-3- .144 ' . r .• 43/8 4-?12: 1 2=i2 :: := : " p Idm' -.g; - : 1fid :...fi 4: l': : "- •:. 1Dd.'-. ... .,.,_ .. 123 1390 1490•i 780 5 .76a; -:12= a850 2085 2a5 1170 MUM WS25-9 18 1 4-SM 4-12 2 1 - 4 1 16d 4 16d 1040. 1185 11220 A=3 JUS28-3 LUS28-3 18 4-5M 6-318 2 1 - 6 16d 4 16d 1325. 15i0 11645 1355 SUH26-3 U26-3 16 14-51 5-1/4 11 2 1 _ 8 10d 2 10d 10M 1120 1165 . 380• 8 16d 2 10d 1165 1165 11651 380 - (3) 2 x'8 HD26-3 � HD26-N I HMS-3 HUC26-3 14 14 4-SM� 4-W8 4-]2 t, j 4-12 III 2-12 2-12 1-1/8 - Min 8 16d 16d 4 1N 10d 1211 1390 1410 780 ' Mgt !!� 1850 2 6 6 4 1 1230 20&5 1390 2235 1490 1170 780 • Max 12 6 1850 2065 2235 .1170'• - 14 4-5/8 6-318 2-12 1 1/8 Min 10 16d 4 10d 1540 1735 18fi5 Max 14 6 2155 2430 10 ±7WHD28-3 0 -HD28-31F- �- - 14 .4-SZ-1t-6-3B 111 2-12 - Nin 10 ,-16d.- 4 10d. 1540 17M 180 780 -clad- 14 6- 2155r 2M- 1170 Ll]Wff-3:.; =''-1$ } 4-518 6-318-_ 2 1 :: -:=. r6:. -16d-- -4 .j :- -16d 1325 1510 -1645 1355 Lit OT.. ` `] a 1.4-Ar - - 8 3/a Z * r 1.• = ; 8a- . I6d : • .1 fid 1846 '2105 ,2z901 1980': _- SUH210 3 • : ' _U210-3 - ] 6 : = SIB 8 3l8 _ :. Z':::.: .. L : '- ' -.14. Ind - 6--f lod '1750 -1965 2720 1 1135'. 14 ' :16d -. 6-:' ' 10d . 2060 235 25M .• 1135 HD28-3 :' - . 14: !i-5/8 5-318. 2-12 : • '' 1-1/8 Am, : ]Jlmi' 10 _ '14 18d '-4 ;70d ' . 1540 1735 1865 j 780. 6 2155 2430 .2610 1170 (3j 2x10 HD28 31F :.. _ . _ - 14', 3/8' . Cr318'. 2-1C2 •_- Nbt T. lD' ` 1� • 16d ::'4'•.; 10d_ .: 1540 1735 1 :'6-: 2155 24M 2610 ' 1170-' _ HD210 3 .:.:.° ND210 3• ' ' • • :.14 - • '. 8-U4:, '2112 -1; •ti/& . ':14:n ;? ''•� 16d r8 : =- •?~ • :- _ ] Qd 21.0 :24M 2810 1T70 3080 3475 3t25• 195D.::14 3F . ° ' Hl>C210-9 14 I�M �174 • _ 1/2 r - . ? - • lad • •' 6.'s- : 1D ':• :. 10d`Ll 2155 243D '26101: 1170:.D21D _Nast.: ,20-- 3= 3475 3725 ISM HD02?6 31E =.' 1 H1CO27D-3 ' 14•- ° 4-5f8 :9' - -3.: f = : k- 12 N63 • 6 5590 5590 2975 31. Rt, F32 1) Up81t roads have been Mased W%forwmd Df sumfic Waft nD "ar tn== dW be permillad. 2)16d sinkers {(L148 dhi x 3-1/4' Wng) maybe used at 0J44 of the tale load wbae 16d uxxnmarts are speffid. This days not W*to JLL% HUS, NUS shard ra0 hanger 3) WS3 Wand Seem are 1/4' x 3' WM and ara h chided wPh HD(I ha ps. 4) NAM 10d raft are 0.148' diva- x 3' W% 16d nags are 0.16Y dia. x 3-12' long. New pmducb or upd&d product bdama m are designated in him fwL � Cotrnsluut Finish UStaWess Steel 0 Gold Coat EHDG NTtiple TmC �, A Continued on next page 117 P Hanaffs Face Mount Hanger Charts MiTe IC" - j Joist slie Urbia. :Stack NaRef.11a. - Art Gaug4 Diinihslims [in) sdieft AF/W !E M --Code - . Rea:.,. 'Max N der'. W :H 1)- :--�A: -Rw 100% 115'g i2S!� JUS46 U&6 18 3-SM 5 2 1 1 - 4 16d 4 16d -100 VJH46 I U46 16 3-06 6 4-13t16 2 1-1/8 -10 10d 4 lad 1250 1405t`1515-1' 755 10 16d 4 10d :1470 36M t 18MM 1 .755: HLIW KJW 14 4 3-518 3-M g ? 1 4 16d .4. 16d I-lMS ?1235'1 13M 1155: 1 4x6 HUS461F HLMM 3-SM 5 2 1 4 16d 4 16d 240857 -1236-113001 -1155. r HD46 HU46 14 14 1.1-SM6 3-RMS 5-1/16 2-1/2 1-VE lffin 16d 4 lad 1 I�SdtM'1­780: Max --L 12 6 _L230 111W '2OBS t 22351:1170 HD460 HUC46 .14 3-9116 5-1/16 2-1/2 - Min I a 16d 4 10d �230 '1390 t 14901 780. FiTU�12 6 :.l&%-1 20135 f 22351 1170 UlSq6t "':IS 1 3-5A. 5 2 .1. 1 6d.!- IM 11 I-M'J 12201 1355* f'JUS4S - LUS48 .1 a - 1. 3-56 6-7/8' I. 2 1 16d -4:. l 16d 1=13511111645 1 S�W MR46 3- 2. ;10 .-,10d* '10d 11250 1405-11515 t. if 1W 1-:4 -50d, 14701 16M 10M'l 755 HUS46.r:-:.47-�- HL&6**---._1 3-W t,­ 5. l.. 4 -- _16d _-16d 1D85 .1235 13W[ 1155 HUS4MF---' HLISM 14- 3 -sm- S. �'2 -1. t'4. .1 6d- .4;" ."164 1085. 1235 1300 1155 HUS48 'I HL1SA T 14 3-sm I" * T. 2- -.1 6 Owd : I:;. 6;;,t rd 1625 18501 lm 1810 4 ir HLGWF I'MISM :14 .3-SM- t. :7'. 2 6' 6d I S-.1%. _16d- 1625 1850 105 1 1810 x. 2-1/2 wn 4 1230 Pima 1390 14901 780 Max: ..12. IMC- D951 2M I'ZM 1 1170 1.10 .-HUC46 3-W16 5-111W 1. 1.2-l!2, - Min, lad 4 6... .11230 1390 '1490 7BO R5, NLU 1 22351 11 70 H13U . - ,lw. 'L4-: 3��16 fiarl fins 21-1-ii r-Aft 10. lad. ad lUO 1735 18M 1. 780 - F2 14 Z55 2430' . 2610 1170. lM HEVS '14 -13 -9116 645116 :k Min 10Max 1' fi'd . WC, 4- 10d. '1546111735 21H 2430 1801 :261101.111711. 780 Max 14� 6. JUS48 LUM 18 1 3-51B 6-7/8 1 2 1 1 - 6 16d 4 16d 1325 '15101.16451 1355 JUS410 UIS41 0 18 1 3-5/11 B-7/8 2 1 - 8 16d 6 16d 1B45' 2105.1 22901 IBM SUH41 0 III U410 16-1/8 13__"6 S_A 2 11 1/8 - 16 70-d 6 lad EM 2245t ,24201 1135 L 16 16d 6 1 10d 12aW 2671E j 2980 1 1185 -HUS48 I HL&B 14 13-5/8 7 2 1 1 - 6 16d 6 16d I625, 1860 ism[ 1BI0, HUS481F j HUSM 14 3-SM 7 2 1 - 6 16d 6 16d j 1125'A85B-1995 1-1810: HD48 HU48 14 3-9/16 6-15A6 2-1/2 1-1/8 Min 10 16d 4 10d IMO IT -is 180.1 -780 Max -,4 6 -2165- 74-3-07:26301 1370. 400 HD48F HUG48 14 3-9/16 6-15116 2-112 - Min 'a 16d 4 10d 1501*1735 -18651:'780. MaxIT 6 2155 2430. 2610 1. 11-M HUS41 0 HUS410 14 MA B-7/8 2 1 - $MaIx2B 8 16d 8 16d 2170 2465 '26MMI 2210. HJ941 OF HUSC410 14 3-5/11. B-7/8 2 1 - 8- 16d 8 16d 2170 2465 26611-1. 2210 - HMO HU41 0 14 3-9116 &IaM 6 2-1 ;;F 1-1/8 . Mtn 14 16d .2155 2430 2MOj 111170' 0 -309013475 -= -1950_- HD4101F HUG410 14 3-9/16 8-13116 2-1/2 Min 14 16d 6, 10d 0 . 20 10 0:1 30=801.34MW 126-11711- SM 1 950 HDO41OF MUM 14 13-M 9 3 11-1/2 12 F12 WS3 6 661 W53 50151EMW 0W.-2975-1 I 131, Rl, F321 1) Uplift bads have been incensed 60% for wind arseimnic bads; m further inmewe dW be peroulai 2) 16d *d= (0.148 dia. x 3-114' long) maybe aced at a,84 afthe table load where-] lid comma we spedfied. This dam not apply to JA HUS. MUS slantnall tamgem 3) MW Wood Stews we 1/4' x 3" long and are idled with HDa dangers 4) NAM. I Od rails are 0.141l'ift-z r bq6 l6d naft areWW AL x 3-1 /Z'bng.- New Wndtwt or updated Wodud inihnnalim are designated in bhw foiTL Caffusion Finish WtaWem Steel MGM Cod m_HDG NTfiple T= A D w e �,'p�Igr p�p�I �..�Qg��w� �(�• Ip�� '�uII IR%, •�yII'� UNLESS SPEOIFIED ON ENGINEER'S SEALED DESIGN, APPL 1f4 'r-BMCE BOX LE Dr11 OF WC , S, 8AMg ■Pi0fE8 ANO OMp DR BETTER • A AOHHLP WITH Dd Box O.I�b 2,8 NNLg AT e' , OR oONnNNUEUS AT�Rr►L S IHO, INIMUM GRADE OF LUMBER ^ p (!herd 2N4916YP j1 SPK $1/Z or biller Fit Chant 2K3(+) ON U4 SP j2N Oft GPF #1/#2 or better W AU.Y SPAC, F�OR'VWQ VALLEY WENSD0ORPATER THAN 7I—a . WebF 201: W #3 ' or bolter MAMMUM VALLEY V6R110AL HEIGHT MAY NOT tKOEED W-O'. Sa,.1 MAY aC.RIPPiD FROM A 9Ne. (PITOHRD OR dgUAR19 TOP P11ORD OF 711�I89 UNPATH VALLEY SEr MUST SI< BRmiro Wm4i p[IAPpllJY ATTAfiF1E0, RATED SHEATHING APPU9P PRIOR TO VAUXY TRUSS I A7TA0H 9WH.VAU.EY TIC, WW SUPPORTING TRUSS, WRHI ih+1DTAUu. 1IDNH . M 10d BOK:(0.146' it UA01 N_utg lot —NAILED FOR FU UNS AT W am OR AS DTAERWISE SPECIFlED ON UJOINEERS' SEALED DESIGN "C D�• Am7.10 J-1JP—MPH 14WD. �+: ...r"... UPM HEIOHr. ING1,011 0 SUILDINO. an Sr VALLEYS TRUSSES USED IN UFU Or PURLIN SPACING AV SPECIFIED ON ENOiNEER9 9EAUED •DEN910N. EXP. 0. RMOKUWA6 MIND TO 04•s Per. � E�AOEIIOtN' �REGUIRED �N p p�N pp �{ ""' B UTH THE VALCCY 19 MrMVR(�D ALONG THKG SI O OR THTIS 70PFCNOPO DSS (+t) INIOER SPANS IAA , D& BUILT A9 LOGO AS Ttit VERTICAL HE[ HT dDO9 4► 0" x NOT ExvEEv to—'. . BOTTOM CHORD MAY BE SgUIME OR P00HED CUY AS SHOWN• ' VAU.CY SPA BI-nD KI SUPPORTING 6'-0" Mpx Spacing 201--0" Max ISES AT 24" O:C3, M ; IMUN SPACING. SOrFl HERIM Fort Piero • TRUSS avert U, Wrl �U MM VA�(. •......' ROUARR r,1rr CHORD Wax OPTIONk STUD END VERTICAL w *� r r'n T t—t Ovation ire tnp b not the veponrrNlla of Iw deolpn� , plate manWi air roan labddielar, pimens imulf 4asu am voulbmd to mk pvh addae tegard(npp eRallon bracing trfllch u 0leape Rq&d In prevent 1 e BPS, on and dominoh1 dudllg malloowa� and portamml btaoing Irhkh mq be RqI a• „�epaweOlo upplleaUpnv. Su'OCbI-01 Svmanary shod conanuloar and vom pt p��' lellenl for hondlhlp, Ilntaltng It bmdng metal Vote aomeoled food trunu 772 104—ht 60 Trviou am to ba meted and Monti In [am aid In a *fight and plumb ID-• 010 fhm no ihiaUap It apppUed dfnely Io the lop chords$17 Shall bt an epulgld on the Pmn dulgn. Truma Shop be handle fllh mmonoWe Gam ' U o Ida Wae OPTIONAL HIP JOINT DETAIL . FRAMINQ i•0 ILL 20 20 PSF TO DL 10' 16 PSF OC DL 10 10 PSF 80 LL 00 DD PSF TOTAL LOAD 40 46 PSF DUNCIIOU f1GNR 1.25 1.25 r:::� �-,=,.hlt=,=k 146---_MPH WIND nd EAN HEIQ ENCL05ED I�'1.�5 E)(POSURE'- 0 u S soige and Grad®® — '�'�'�: ������fli�Ri�l!��b;•7:��1�l�illnf�r!i11�.��hJlNl®419i® �ilt[��C3i�I7i � tY�]i11 • �.E�E7G7iLY3fii� ®[,t 1'Am1i�fii�r<'�i�i m,jm,,,ammE"�N w11Q,Ew®Imm-A �.Elm!ESCb! lmlrri Amu��'-cm�tmmt�Y��cti��r�,rt� �Ni]�i fiIW�TofmmmE N=,Al�.amw.zmsrc�No" OF" l.'tL':,T1+1 GIF:IL"1ir S i�J� w5mA mu" MEJ.H it ly t7g+1 I®riI/eLMw�E]tS[a+1llC3"K. �•b1AlE7Q]iiwll�riiwll3"mk 1.7afiAZIAMR-1cYl CiHmwimnm MIAwlrimrt �i,tiZ7�f i"NO" WEMIN OAKI=CA mu ItJll-ii!�:.Z!�E �)"No" AmR_ w=1iiw[" RUE". E�w6'3.L1i Alw-muiw[YL•liw[Y9iiE"1 lii.aeHlw`]Q3lwm3ilafUAl 1 • •, lw�e�W=,Amu3dl ta�u� wlvmi w[i6w kvm li "11m t]G]i wYiili l 5CAmmrTftmmI mare ! isillw anew l"wlfr��t4�fLZQ7i wi��u>•w1a liwJGiii l[7Cifl�fuGl3i�r�Lliii7GT�iiL7r�3i l wEil1;L.L� i wwlw CSC is iL� i7C'�i Ir7Cs iii w�ili w�7w f 17�3w • ,. i 5isk wFlr:F IME"Imu"wIL7�3ii1 iil3�5iHll ■ ,�1 9 w��� 1Si�yli�3wllfi�Li�Y�-liiTl�+l�sjia am. �raoing ro p rou A Orou Ci61ip A Croup B t3-3 Q p p� U& 2 —11 It. —It n 1C' 1 -a t2-1e t3-ttn0U4 H So 1' 13-113 3 a-6 —g —D "0 oRoun e 4-0 R-4 1>e—t 14-0 14—u 4 —p 1 —D do nlr CABLE'I11UBB.DETOL. HUMI Uyg LoAu BULEuTIoN oRMIA i9 LA49. FEpMOK, UPLIPT ao"N °Ns Tam pLtr ot1HnHUaU9 BENIIN0.�0 PBF Ill aFAU LDAb)• ppq� ,_ . DABLr END 9UPPGFr�e IPAD HAH 4 D aU(LDOK6R8 0. -0 DVER thDX 1R" PLY {WOOD DV1 A i) FDR L BWE BEAUE NAll9� 2^ Oa i t.) FOR 2) °`LBpAd 4 �pEel 9PAO . HNU AT °s� n0. 1B R1V .TONER ANO B DD. "ErW.'LN ZUI MEMB NOI�f°FiITi} BE A MINIMUM DF Bug or WEB 11� P B t . (� B•�p �h•-B It4 D x3 LEB� IN�W 11'{6'01, BUT 2e4 DEBII) 74ee 1 ' I) PEN( 9 Ln1E Ma HEEL PLATER. D N /// o ' 'REF7O OHART ABOVE FUR MAX tiAAHLE VERTICAL LEIICJfFI \/ c--I tr- r'1 T 1-1 Dillon bivanl la not Iht rapoml6m►y o< lrva dalgmr, plolo mmulaolunr nor Iruu fabdaatar, pmgm arwihq Irom an oaullontd to talk profs 14111 5 O U T R E R N afts rigordinp erwUon brooing 1t ah b ahrale r.qulrad Ig l b3 r ulidtopplla and dombwing during maUoM and Irmanml b Ua Ithldi may bo rayulrad In P b rt Pierce D I V I a I o n spicing oppRgallam. Sat ra-91 SQmrimmgr'hill Uommtnlary gi,d two�tmmr TRU S$ 2Bab HH hinge HI hw ,IaUenl lar handling, Wig IAng & bmdng molol Oda mmoolod eood Imam (14 Mmdmun Total Load 61 PSF' COMPANIES ( )Fort pbror, FL 30 Tmu m IV bi 1rldw ad fgebnod N fmI to a ahight mid lamb podttan e0a 2,72—ae09 (772)484-41 Bo SPACING AT 24" G.C: rar//•»+•..w.,a�,....,, Fuxi(772)3iiB—Dote then Ito rhgalino It appllad dinalb to all ap giis vi Ihri 1haR a binged of apeoglod an the G a deign. Tmaurt fiat 6a hondb Yllh nmona6lo sate during � nxgm to tmnl d r, pelqC:__k EDE?taI MIIMUM GRADE OF LUMBER Tod Chord 20 BYP #2 or better Batt Chord 2x4 SYP 2 or better , f, Webs 2x4 BYP 13 or better TO SEALED DIMIUN FOR DASHED PLATES P109YBACK VVMCALS AT 4' 00 MA& ID CBE 7 CHO ,MW MUsr BE 8TA00E m 5b THAT oNE SPACE D e0 70P �aIF Placynhax CARD OMPd aN USS. 70 ENGINEER'S SEALED DESIGN FOR RE0111RED PUAUN SPAOINO. crAn. IS APPUCABLE FOR 7HE FOLLOWING WIND CD)IDRIONSr 10 -MPH WIND, SO' MEAN HOL ASCE 7.10 CLOSED 131.00. 9r,0 ANYWHERE IN ROOF, 1 ML FROM COAST LLPHWWMD.72D' MEAL HOT SF�,gWINQD10 DID•. PBF umm num Lamm ANYWHERE IN ROOF FADE- vo) MAY BE ormEr FROM BAOK FACE AS LONG AS BO01 FACER ARE SPACED 4' 00 MAX. B OPTIONAL 7rD WEB BRACING CHART WEB LENGTH REQUIRED BRACING 0' TO 7'9" NO BRACING 10 'T" BRACE. SAME GRADE; SP OIES AS WEB 7'9" TO 10' MEMBER, OR BETTER AND 809 LENGTH OF WEB MEMBER. ATTACH WITH Bd NAILS AT 4" 0/C. 2x4 "T' BRACE. SAME GRADE, SPECIES AS WEB 10' TO 14' MEMBER, OR BETTER AND BOX LENGTH OF WEB MEMBER. ATTACH WITH 16d NAILS AT 4" O/C. JOINT TYPE SPANS UP TO 30' 34' 38' 52' A 20 - 2.50 2.50 3x5 B 4x6 5x6 5x6 5x6 C 1.5x3 1.5x4 1.5x4 1.5x4. D 5x4 5x5 5x5 5x6 . 1C C I� I ] C II . 1 c• IIIul x/ N I *ATTACH PIGGYBACK WITH B"xBx1/21' Cox PLYWOOD WITH 4—#5d NAILS IN EWH BOTH FACES dS '4'—O" O.C. MAX. got 7-ReAN TRUSS compArims Fort PpiNeNrce 01�vv,,,olysion Fort PhrKei9 FLH4VS'�' (000)Z12-0509 (772 464-4160 N v ce r— r-) t g—t Q; EmIlon bracing b not the responvI ty of Irma designer, plate morndaclursr nor Ewe Ialekalor, persona malln ban are saullonsd to seek prelessiml oddce Legadng mcllon bmding wIlah b clap required to pmud lappbg and dominahrg doting imllon; and ermanml bracing whhh may be mpked In saeclno gpllconons. See 'hCM-BI lammmy sheet Coaanenlmy and rmmmon- oUans IDr IemdMg, Wing k bracing meld pMe eahnecled wood Uwe? (IPQ. Thames m to be invalid and Iwlened In Iwlrnad In o shalghl and pkmb pwlllon whirs no th h applied dkwaly to the Iop sherds, They shod be brazed of specilled on the (ivew du%rL 7Neses shag be handle with romanable em dudng .-Uraan Is FMI damage. _. C Maximun Loading 55paf at 1.33 •Duration Factor 50pof at 1.25 Duration Factor 47pof at 1.15 Duration Factor SPACING AT 24" O.C. SCAB -BRACE DETAIL Note: Scab --Bracing to be used when continuous lateral bracing at midpoint (or T Brace) is imprardical. Scab must cover full length of web +1- 6". THIS DETAIL 1S NOT.APUCABLE WHEN BRACING IS REQLHREaAT'M-POINTS OR I=BRACE laSPEOIFII=D:• :.'.' • ` APPLY 2x SCAB TO ONE FACE OF WEB X fM 2 ROWS OF 10d' (3" X 0.131-) NAILS SPACED 6"'O.C. SCAB MUST BE THE SAME GRADE, SIZE AND - SPECIES (OR BETTER) AS THE WEB. • ' MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH=.IZ-0" "scAB BRACE 2x4 MINIMUM WEB -SIZE - MINIMUM WEB GRADE OF #3 Nails� � 5ec5on Detail ®Q Scab -Brad Web Scab -Brace must be same species grade (or better) as web member. .T-BRACE / 1-BRACE DETAIL_, 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 cmWet# T Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size• . INallSpacing 1x4 or 1x6 10d 8" o c. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length •of :T-Brace l I -Brace• (On Two-Ply's Nail to Both Plies) .. ' alternate posifion r WEB Jr } SPACING Nabs Section Deta7 _ T-Brace web altemate position Nab Web I-B race Nails T-BRACE Brace Size for One -Ply Truss Specified Corifinuous Rows of lateral Bracing Web Size " 1 2- 2x3-or 2x4 ix4 V) T Brace 1x4 (7 I -Bra 2x6 ix6 (7 T-Brace 2x6 I -Brace 2x8 2x8 T Brace 2xB I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size y 2 2x3 or 2x4 2x4 T Brace 2x4 I -Brace 2x6 2x6 T Brace 2x61-Brace 2x8 2x8 T Brace 2xB I -Brace T Brace / I -Brace must be same species and grade (or better] as web member. (7 NOTE If SP webs are used in the buss, I x4 or US SP traces 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 42 with 1X bracing material, use IND 45 for T-Brai�11-Brace For SP truss lumber grades up to #1 with I)C bracing material, use IND 55 for T-Brace4 Bracof Job N55 N55 ype y Traditional Grenadine Jam Al Roof Special 1 1 Job Reference (optional) T 9 __ Bm Truss , U._Fierce-,,FL_.k_34951r: _ _ _ -Run: &310,s -'-- - -- - ID:v1M1 3x5 = 5x5 = 2x6 II 132019•PrinL8.310 s Auo 132019 2x4 II 5x5 = 3x5 = ad Defl. = 5116 in x4 11 m 0 I4 Z9 6-9-12 13 1-0 20-0-0 28 5-0 33 11 4 40-0 0 ' 6-9-12 6-3-4 ' 6 11-0 B-5-0 5 6� 6-0.12 Plate Offsets (X,Y)- [2:0-4-12,Edge], [3:0-2-8,0-3-0], [6:0-1-8,0-2-0], [9:0-4-12,Edge], 111:0-2-4,0-2-8], [13:0-5-12,0-3-4], [15:0-5-12,0-3-4], [17:0-2-4,0-2-8], [18:0-2-3,0-1-0], LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.22 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.54 13-14 >883 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.21 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014' Matrix -MS Weight: 239 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. T3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-3-3 oc bracing. BOT CHORD 2x4 SP No.2 *Except WEBS 1 Row at midpt 4-14, 6-14 132,134: 2x4 SP No.3, B3: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W3,W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 9=0-8-0 (min. 0-2-5) Max Horz2=221(LC 7) Max Uplift2=-548(LC 8), 9=-548(LC 9) Max Grav2=1945(LC 1), 9=1945(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3434/885, 34=-3297/891, 45=2368/656, 5-6-2398/674, 6-7=-3401/9-15, 7-8=3552/894, 8-9=3460/892- BOT CHORD 2-17=-850/2987, 4-15=140/637, 14-15=-712/2BB9, 13-14=583/3163, 6-13=90/671, 9-11=663/3017 WEBS 3-17=329/190, 15-17=-81412859, 4-14=1108/507, 5-14=-361/1504, 6-14=-1318/566, 11-13=602/2908, 8-11=429/164 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE-7-10 Volt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. n-, Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=548, 9=548. LOAD CASE(S) Standard �oW 11 I I /////cENS Y60 1 ;_ o russ I russ I ype Ury ply Traditional Grenadine Jam A2 Roof Special 2 1 Job Reference (optional) �ouuumw_gss, r,. ne,un,. r�,,.uY�oi = a - _ -�.,-_Ynu11�o.�s:Hu ia.ruJyr 4-A...�="mug"1�.L�ia Mi�e,[.i smes_, ue aup tv ua:, u:va-cum-ra99-i ' 1 SMI' je5eTVK' gQz5lSyoYw3 gi3Wg"1QfFh?elgf4RZgFwLCJGBDJIBaYJ2yaU_i 21-0-0 �-2-0-0 i 6-9-12 , 13-1-0 , 19-0-0 2A-0-p , 28-5-0 , 33-11-4 , 40-0-0 ,42-0-0, 2-0-D 6-9-12 6-34 5-11-0 -0- 7-5-0 5�r4 6�12 2.0-0 1-D-0 Dead Load Defl. = 318 in 3x6 :::2x6 II 3x6 = 6.00 12 5 67 4x5 Zr 4x5 4 8 r 5x5 i 3x4 4* W4 3x6 -Z�- o 3 IT - W6 9 10 fl ' NOP2X STP= NOP2X STP= m 2x4 11 2 7 15 11 0 1 5x8 = 16 WEI112x4 5x8 = 12 Io 19 .8 3x8 = 14 13 3x5 = 5x5 = 2x6 II 2x4 II 5x5 = 3x5 = 6-912 131-0 20-0-0 28-5-0 33-114 40-0-0 6.9-12 6-3.4 6 11-0 B-5-0 5-6 4 6-0-12 Plate Offsets (X,Y) - [2:D-1-12,Edge], [3:0-2-8,0-3-4], [7:0-3-8,0-2-4], [8:0-2-0,0-2-0], [11:0-4-12,Edge], [13:0-2-4.0-2-8], [15:0-5-12,0-3-4], [17:0-5-12,0-3-4], [19:0-2.4,0-2-8], [20:0-2-3,0-1-01,I22:0-2-3,D-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft. L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.22 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.56 15-16 >850 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.21 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-13 oc purlins. T4,T3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-4-3 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 4-16, 8-16 B2,B4: 2x4 SP No.3, B3: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W3,W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 11=0-8-0 (min. 0-2-5) Max Horz2=211(LC 7) Max Uplift2=541(LC 8), 11=541(LC 9) Max Grav2=1945(LC 1), 11=1945(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3437/670, 3-4=-3293/1169,-4-5=2375/632, 7-8=-2409/647,-8-9=-3395/893, -9-10=-3547/871, 10-11=-3464/878-5=6= 2038/621, 6-7==2038/621- BOT CHORD 2-19=-829/2991, 4-17=142/642, 16-17=677/2872, 15-16=555/3143, 8-15=93/677, 11-13=650/3021 WEBS 3-19=-333/188, 17-19=800/2877, 4-16=1057/480, 6-16=333/1448, 8-16=12631539, 13-15=596/2924, 10-13=-434/163 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=S.Dpsf; BCDL=5.0psf; h=16ft-, 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it --lb) 2=541, 11=541, LOAD CASE(S) Standard NrAL 9 Job I russ I russ I ype Qty Ply Traditional Grenadine Jam A3 Hip 1 1 I Job Reference (optional) -.�. _—�O:IL�m�afss»-F.;t•rierce;,r.�:i.ggpoa-. _. 2x4 . —, - -• " — : nun: aslv_s Nug ID:v1M1d Al 7-M 23-M 6-3.4 3-11-0 B-0-0 5x5 = 5x5 = 6.00 FT 5 T� 6 Dead Load Defl. = 5116 in 3x5 3x5 = 5x5 = 2x6 11 -^ _^' 2x4 11 5x5`= = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.BO Vert(LL) -0.50 14-15 >956 240 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.78 14-15 >616 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.20 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 132,134: 2x4 SP No.3, 133: 2x4 SP M 31 WEBS WEBS 2x4 SP No.3 *Except* W3,W8: 2x4 SP No.2. OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 10=0-8-0 (min. 0-2-5) Max Horz2=191(LC 7) Max Uplift2=-525(LC 8), 10=525(LC 9) Max Grav2=1945(LC 1), 10=1945(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3438/837, 3-4=3284/828, 4-5=2663/666, 5-6=-2334/628, 6-7=2689/661, 7-8=3446/653,.8-9=-3529/831,9-10=-3469/847 BOT CHORD 2-19=-781/2993-4=17=210/690-16=17=-616/2852, 15-16==337/2334', 1415=50513103, 7-14=-158/675,10-12=625/3028 WEBS 3-19=329/189, 17-19=601/2849, 4-16=988/465, 5-16=201/825, 6-15=1411771, 7-15=-1090/476, 12-14=-631/2909, 9-12=-434/171 PLATES GRIP MT20 244/190 Weight: 240 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 6-6-10 oc bracing. 1 Row at midpt 7-15 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=5.Opsf; BCDL=5.Opsf; h=16ft; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 2=525, 10=525. LOAD CASE(S) Standard GENS'-�� � P 60 1 ,o •-4ORtop.' //l111111 Job I rus5 Irus5 ype y Traditional Grenadine Jam JA4 Hip 1 1 Job Reference (optional) - ng Print a_310.sAuJ3 2012;4309 ,_$oglhemTrus5P7 L42-Page..7 'ID:vlMldbje5eTVKWXZgQi6lSyoYw3t�5BFwMZBZlvzxJngo46vfFLCS9ugk_xcCV3fOwyaU_g 2 D-0, 6 9-12 13-11 171-0� 1111 26-1 33 11-4 40-0-0 ,42 0 0, 2 0 0 6 9 12 6-3-0 3-11-0 6-0-0 5 5-0 5-6-4 6-0-12 2-0-0 m 2x4 0 5x5 = s.nn 5x5 = Dead Load Defl. = 5116 in 3x5 = 5x5 = 2x6 II 2x4 II 5x5 = 3x5 = LOADING(psf) TCLL 20.0 TCDL .15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS1. TC 0.80 BC 0.84 WB 0.90 Matrix -MS DEFL. in (loc) I/defi L/d Vert(LL) -0.50 14-15 >956 240 Vert(CT)-0.7814-15 >616 180 Horz(CT) 0.20 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 240 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-6-10 oc bracing. B2,B4: 2x4 SP No.3, B3: 2x4 SP M 31 WEBS 1 Row at midpt 7-15 WEBS 2x4 SP No.3 *Except* W3,W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 10=0-8-0 (min. 0-2-5) Max Horz2=191(LC 7) Max Uplift2=-525(LC 8), 10=-525(LC 9) Max Grav2=1945(LC 1), 10=1945(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3438/837, 3-4=3284/828, 4-5=2663/666, 5-6=2334/628, 6-7=2689/661, 7-8=-3446/853, 8-9=-3529/831,.9-1.0=3469/847 BOT CHORD- -2-19=-781/2993; 4-17= 210/690-16=17=616/2852,-15-1B=337/2334, 14-15= 505/3703, 7-14=-1581675, 10-12=-625/3028 WEBS 3-19=-329/189, 17-19=-801/2849, 4-16=988/465, 5-16=201/825, 6-15=141/771, 7-15=-1090/476, 12-14=631/2909, 9-12=-434/171 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=5.Opsf; BCDL=5.Opsf; h=16ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It --lb) 2=525, 10=525. LOAD CASE(S) Standard M r BLNs 60 1 i • /////�jsS� /ORIALt��G \\\\ �� Job I russ I Russ ype y Traditional Grenadine Jam A5 Hip 1 1 Job Reference (optional) ....w ..I I— , , .. 1 o�w, � �., ..tea.. , - _ _ _ - nun. o.a iv a nub a s nu <u,n m, , nrt ,lmusu,es. ,nc. , un aep 4tu�.,_u_" cV ro ca @-1F_ . - -- '--'— IDEv1MTtllijeaelVKWXZg6igfS 0 w341110"'"L2gYTMtLndBBTtPWYCh7VgmR9pCwNyaU_f 2-M 6 9-12 15-0-0 20 0-0 25-0-0 33-11-4 40 D 0 42-0-0, 2-0-0 ' 6-9-12 8-2 4- 5 0 D 5-0-0 8-11 4 6-0 12 2-0-D 2x4 0 5x5 = 1.00 12 2x4 II 5x5 = 6 7 5x5 = 2x6 II -^- 2x4 II 5x6 = 3x5 = 3x5 = 5x8 = Dead Load Defl. = 3/8 In 2x4 II 12 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code F.BC2017ffP12014 CSI. TC 0.66 BC 0.99 WB 0.67 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) -0.23 15-16 >999 240 Vert(CT) -0.62 15-16 >771 180 Horz(CT) 0.22 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 250 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-11 oc puriins. BOT CHORD 2x4 SP No.2''Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W2,WB: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 11 =0-8-0 (min. 0-2-5) Max Horz2=171(LC 7) Max Uplift2=506(1_C 8), 11=-506(LC 9) Max Grav2=1945(LC 1), 11=1945(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3439/797, 3-4=3284/767, 4-5=3239/876, 5-6=2772/641, 6-7=2772/641, 7-8=3515/908, 8-9=3435f788, 9-10=-35241766,-lD-11=3472/80,1 BOT-CHORD 2-19=7-2B/2994-4-17=311/236,-16-17=-426/2550, 15-16=321/2545-8=15==330/244, 11-13=59213032 WEBS 3-19=331/174, 17-19=719/2902, 5-17=392/998, 5-16=1821504, 6-16= 400/232, 7-16=-17B/514, 7-15--395/1126, 10-13=436/158, 13-15=564/2968 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit--160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=506, 11=506. LOAD CASE(S) Standard GENs P- 60 1 Job fuss I russ I ype Uty Ply Traditional Grenadine Jam A6 Roof Special 1 1 Job Reference (optional) _ soumem Truss, rr.yierpa, FL., : 495i _ .. _. . _- ,__, Run: 8.310.5 Aup 13 2019 Print: 8.310 s.Aug.13 2079 MLTek.Industries Inc. Tue Sep24 09:10:45 2019_ page 1 - _ _ 3 II5cv1Nf1dbj65T/KWXZgQzBISyoYw3YUJOL k5eAhAdx3vV9NkgQXryalCy7vgpYlSpyaU=e` _-011 6-9-12 13-11 N. 17-4-0 20-9-0 27-11-0 33-11-4 , 40-0-0 42-0-0 2-0-0 2-1-0 2-2-0 3 5-0 6 3-0 6_1 b4 6-0-12 2-0-0 - 2x4 3x6 = 6.00 12 W4 5x8 = 4 5 2x4 I I 5x5 6 = 3x5 = 5x5.= 2x4 If 5x8 = Dead Load Defl. = 5/16 In r? 0 u5 2x4 II co 13 IV 4 2x4 If 5x6 = 3x5 = d 6-9-12 111-0 20-9-0 28-5-0 33-11-0 40 0-0 6 9-12 6 3 4 7-8-0 7-B-0 5-6 4 6 Plate Offsets (X,Y) - [2:0-0-12,Edge], [3:0-2-8,0-3-4), [5:0-3-0,Edge], [8:0-2-8,0-2-4], [12:0-4-12,Edge], [16:0-2-4,0-3-4], [18:0-2-4,0-3-4], [20:0-2-4,0-2-8], [21:0-2-3,0-1-0], [23:0-2-3 ,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.24 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.56 17-18 >853 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.21 12 n/a n/a BCDL 10.0 Code F.BC2017/TP12014 Matrix -MS Weight: 251 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: B2,B4: 2x4 SP No.3, B3: 2x4 SP M 31 6-9-3 oc bracing: 2-20 WEBS 2x4 SP No.3 *Except* 6-8-5 oc bracing: 12-14. W2,W10: 2x4 SP No.2 WEBS 1 Row at midpt 4-6 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 12=0-8-0 (min. 0-2-5) Max Horz2=-172(LC 6) Max Uplift2=-508(LC 8), 12=597(LC 9) Max Grav2=1945(LC 1), 12=1945(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3438/801, 3.4=3286/838, 6-7=3270/977, 7-8=3270/977, 8-9=3463/1110, 9-10=73427/1030 10-11-3518/1D08 11-12=-34.73/1009 -BOT-CHORD 2-20=733/2993-418=22811011; 17-18=547/3140,-16 17=555/2824,-12=14=77113033 WEBS 3-20=331l173, 3-18=286/211, 16-20=716/2907, 6-18=-600/243, 6-17=121/379, 7-17=-417/241, 8-17=197/597, 8-16=316/917, 11-14=-4341194, 14-16=745/2953, 4-6=-2718/744 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=5.Opsf; BCDL=5.Opsf, h=161t; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except a"b) 2=508, 12=597. LOAD CASE(S) Standard bA BL P 60 1 .-4 ORtD P /�#NAL 0 Job I russ I cuss I ype Uty Traditional - -] Grenadine Jem A7 Roof special 1 IFIly 1 Job Reference (optional) a"Ry[�-O.J,W. .y cu,xrnrn: oa �Lssru ,JLU �H NI,i tlR If10U5IfIB5: ,IIG.�UB ABPt4 Vtl:, V:461UJ `J r-agea---.._ ID:v1Mldbje5e KWXZgOz6ISyo w3-Ogt0YOb3sylYonWFTCgcGuzlyMwYxNZ3vTIJ_FyaU_d 2-0-0 6-9-12 15 2-0 19 4-0 23 10-8 29-0-D 33-114 ' , 40-0 0 ,42 0 D 2-0 0 6 9-12 ' B-0 4 4-2-0 4� B 51$ 4 11 4 6 0-12 2-0_0 -- Dead Load Defl. = 7/16 In 6.00 12 3x6 = 45 i 5 xis — cn 0 2x4 II 3x5 = 5x5 2x6 11 2x4 II 5x6 = 3x5 = 5x9 = LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code F.BC20177TPI2014 CSI. TC 0.66 BC 0.84 WB 0.72 Matrix -MS DEFL. in (loc) I/deFl Ud Vert(LL) 0.29 14-15 >999 240 Vert(CT) -0.72 14-15 >670 • 180 Horz(CT) 0.24 .10 n/a n/a PLATES GRIP MT20 244/190 Weight: 242 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 132,134: 2x4 SP No.3, 133: 2x4 SP M 31 WEBS 1 Row at midpt 6-16, 4-6 WEBS 2x4 SP No.3 *Except* W2,W10: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 10=0-8-0 (min. 0-2-5) Max Horz2=172(LC 7) Max Uplift2=-508(LC 8), 10=597(LC 9) Max Grav2=1945(LC 1), 10=1945(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3439/801, 3-4=32BO/840, 4-5=280/143, 5-6=298/107, 6-7=3951/1097, 7-B=-3202/989,-8-9=3538/1026, 9-10=3470/10D7 —BOT CHORD 2=1B=733/2993, 4=16=-322/1416,-'15 16=78113950,-141b==83473778,-10=12-769/3028 WEBS 3-16=328/175, 3-16=291/209, 16-18=726/2885, 6-16=13971471, 7-15=-69/334, 7-14=803/278, 9-12= 448/192, 12-14=738/3044, 4-6=2666f719, 8-14=278/1238 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=5.Opsf, BCDL=5.Opsf; h=16ft; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 2=508, 10=597. LOAD CASE(S) Standard 60 1 i%,_40_Rtfl_ 71 o uth F rus5 truss type ty y Traditional Grenadine Jam As Roof Special 1 1 S T Ft P' Job Reference (options]) o em J rues , -, fierce L., 34951 _ _ - Run: 8.310 s- Au 13 2019 PrInL 8.31.0 s yu 13 2019 MITeX J0dnshies, Inc. Tue S�y_24 09:1 DA- 2019 Page.1 ,. -'-ID-51M126je5e INXZgOiblg-6Yw3-UsQ6mfcc'idGQPPwSSlvBrp5VtsmDNgnMC771sXhyaL_6 15-2-0 21-4-0 31-0-0 35 2-12 40-0-0 42-M 2-0-0 6 9-12 844 6-2-0 9-8-0 4-2-12 4-9-4 2-0-0 2x4 6.00 12 2x4 II 6x8 MT20HS= 3x5 = 5x6 = 2x4 II 5x8 = 2x4 II 4x12= 3x6 = Dead Load Dell. = 1/2 in 2x4 II 11 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fTP12014 CSI. TC 0.84 BC 0.99 WB 0.94 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) 0.42 15 >999 240 Vert(CT) -0.90 15-16 >531 180 Horz(CT) 0.27 10 We n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 237 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. T3,T4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 5-15, 6-14 B2,B4: 2x4 SP No.3, B3: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W2,W5,W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 10=0-8-0 (min. 0-2-5) Max Horz2=-172(LC 6) Max Uplift2=508(LC 8). 10=-597(LC 9) Max Grav2=1945(LC 1), 10=1945(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP -CHORD .2-3=_-3439/801,-3-4=-3292/838, 4-5-3223/884, 5-6=-5864/1698, 6-7=-41-78/1258, 7-8=-411511236;-B=9=3150/935; 9--10=349271059.— BOT CHORD 2-18=733/2994, 4-16=288/214, 1&16=418/2543, 14-15=1124/5060, 7-14=-423/265, 10-12=-829/3071 WEBS 3-18=338/173, 3-16=282/211, 16-18=715/2946, 5-16=363/984, 5-15=117913801, 6-15=2580/946, 6-14=982/247, B-14=-644/2467, 8-12=819/214, 12-14=580/2822, 9-12=368/245 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=5.Opsf; BCDL=5.Opsf, h=16ft; Cat. 11; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=508, 10=597. LOAD CASE(S) Standard \I1GENS1�.\�� 60 1 40RtGQ.'� a o toss Cuss ype y Traditional Grenadine Jam -_Snuthnm'r--Ft Pl- FI 19 'a Qrl. ._ __ - .__ ROOF SPECIAL GIRDER _ - .- .,.._. ., ....._ 1 .--_-______.. 2 Job Reference (optional) .._..._.�_.,.....n ... ......,, ����.. ..... �.... �,� i � � -lue.anp z4-ur.lu:9a [ula t'a90.9. __ lb-. 1l ldbje5eTVKV11X46Z&I'SyW-RFYWAPey9tg6fEFgbKDJuWbBNZy96iQVbRXzbayaU_a 2 0 0 6-9�3 13-0-0 17-4-0 2D-3-5 23-4-0 27-3-2 33-0-0 40-0 0 12-0-0 2-0-0 6-9-0 6-2-12 4 4-0 2-11-5 3 0 11 3-11-2 5-B-14 7-0-0 2-0-0 Dead Load Detl. = 1/2 in 6.00 12 5x7 = 2x4 11 5x5 = 4 5 g 2x4 II 5x5 -:'e 5x5 =2x4 II 5x88 III 3x4 = 10- 3 NOP2X STP— 0 1 5m2x4 II 25N7 112 2x411 ,��4 13 Iy 1^ 25 24 23 22 5x8 = 16 15 36 14 3x5 = 2x4 II 3x6 = 3x9 = 2x4 II 3x4 = 3x4 11 4x7 = NOP2X STP= 5x8 = 2x4 II 4x5 = 7x10 = 2x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.45 19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.87 19-20 >550 180 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(CT) 0.26 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 513 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-7-4 oc bracing. B3,B6: 2x4 SP No.3, 134: 2x4 SP M 31, B5: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W14,W13: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 12=0-8-0 (min. 0-2-1) Max Horz2=151(LC 6) Max Uplift2=656(LC 8), 12=1156(LC 9) Max Grav2=2397(LC 1),12=3527(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4436/1129, 3.4=3799/1058, 4-5=4409/1287, 5-6=-4427/1291, 6-7=7454/2233, -7-8=7430/2137, 8-9=-10933/3286,-9-10=10329/3260, 10-35=-10185/3220, 1 1-35=1 0 185/3220, 11-12=7038/2263 BOT CHORD 2-25=1008/3885, 24-25=1010/3881, 23-24=1010/3881, 20-21=1006/4568, 19-20=3020/10891, 18-19=3130/10823, 17-18=-3130/10B23, 15-36=227/715, 14-36=2271715, 12-14=1866/6201 WEBS 3-25=0/270, 3-23=673/348, 4-23=629/196, 4-21=618/2215, 21-23=717/3320, 6-21=-812/350, 6-20=1426/4400, 7-20=265/185, B-20=5556/1776, 8-19=575/574, 9-19=-469/717, 9-17=1204/794, 11-17=1592/5554, 11-14=1341/515, 14-17=1718/5767 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 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. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf: h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.\\\\, M - B[ 8) Provide mechanical connection - (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt=1b) 2= 5� �P.N�____�r 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 13 lb down and 13 lb up at and 184 lb down and 168 lb up at 31-4-12, and 29B lb down and 296 lb up at 33-0-0 on top chord, and 1270 lb down and 412111 at 30-3-8, and 96 lb down at 31-4-12, and 377 lb down and 103 lb up at 32-11-4 on bottom chord. The design/selectio ch necti¢n P 60 1 1 CoP%yMj)ri%ter2sponsibi1ity of others. &/0IVALtENG ��\�� s Job russ N55 ype y Traditional Grenadine Jam 1,19 ROOF SPECIAL GIRDER 2 Job Reference (optional) E(un',:p.Jay 'zAaglakZV.l J,pnnL' C.Jlu s;u _la 4LnoJ Nu-I.eK inausales, Inc. I ue Jep Z4 Vu:7 V:9•J.LVltlarage : _ --.. ID:v1M1dbje5eTVKWXZgQz6lSyoYw-RFYWAPeygtg6fEFg8KOJuWbBNZy9BiQVbRXzbayaU_a LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-4=70, 4-6=70, 6-8=70, 8-11=-70, 11-13=70, 22-30=-20, 18-21=-20, 15-16=20, 12-15=-20 Concentrated Loads (lb) Vert: 11=201(F) 17=1270(F) 14=-341(F) 35=144(F) 36=78(F) 60 1 � I • fVAL1ENG \��� o russ rusS ype y Traditional Grenadine Jam A10 Roof Special 1 1 Job Reference (optional) =yvuu...... 42?.{�rJ_1Y4d-L.r .¢-ra..�i. - �.._____....:_.__•_...... u acu,aluua_o.awsc�ug,acuiJ rvuiaRauuua ans nm.,ue ae _cy ua::W:au GVJ-a..r�68.:,�. - ID:v1M1dbje iiTVKWXZgQz615yoYw3 vR6vOlei2kYRk7N GOt74ep5GW70yalrZ -2-0-0, 6-9-10 12-7-8 15-0-D , 18-8-0 22-4-0 25-0-D , 28-SO , 33-11-4 , 40-0-0 42-0-0, 2-0-0 ' 6-9 10 5 9-13 2 4 B 3 8-0 3-B-0 2-8-0 3-5 D 5 61l 6-0_12 22-0-0 Dead Load Defi. = 7/16 in 6.00 12 5x8 = 2x4 II 4x5 = 7x6 = 2x4 11 5 6Tj 7 g 4 4x 5 9 5x5 4 3x4 8 3x6 3 6 1011 d 0 NOP2X STP— 2fl 12 3 NOP2X STP= 4 2x4 11 2 4 g= 2x4 II m N 12 • c 1 10x10 = 18 17 13 i4 24 23 22 21 2x4 II 5xg = 15 14 3x5 — 2x4 II 4x6 = 5x10 = 5x5 = 2x4 II 5x5 = 3x5 = 2x4 II 5x8= 2x4 11 6-9 1D 129-13 18-B-11 11 1 - 0 22-11-0 25-0-28 5 D 33-11-0 40-0-0 6-9 10 5 6 0 B 9 3-6-0 20-1-0 3-5-0 5 6 4 6 0 12 Plate Offsets (X,Y)- [2:D-4-12,Edge], [3:0-2-8,0-3-D], [5:0-5-0,072-0], [6:0-3-0,0-2-0], [12:0-4-12,Edge], [14:0-2-4,0-2-8], [16:0-5-12,0-3-4], [17:0-3-4,D-2-4], [19:0-5-12,0-4-4], [20:0-2-8,0-2-01,[21:0-2-8,0-3-01,[22:0-2-0,0-2-81,[25:0-2-3,0-1-0],[27:0-2-3,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.34 19-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.77 19-20 >627 160 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.47 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 269 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. T2: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: BOT CHORD 2x4 SP No.2 *Except* 10-0-0 oc bracing: 20-21 B5,B7,F1: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W7,W11: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 12=0-8-0 (min. 0-2-5) Max Horz2=171(LC 7) Max Uplift2=506(1-C 8), 12=-506(LC 9) Max Grav2=1945(LC 1), 12=1945(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=3417/809,.3-4=2879/658, 4-5=2974708, 5-6=.3503/782, 6-7=3533/776, 7-8=3539/720-8-9=2963/698,-9-10=-34321793,10-11=-35197771711-12=-3471/809- BOT CHORD 2-24=741/296B, 23-24=742/2966, 22-23=742/2966, 6-20=-447/205, 19-20=500/3567, 7-19=299/226, 16-17=435/3082, 9-16=126/591, 12-14=592/3031 WEBS 3-22=566/363, 4-22=-609/148, 5-20=304/1732, 20-22=-492/2636, B-19=-483/2525, 8-17=1223/245, 17-19=381/3252, 9-17=853/343, 11-14=-431/163, 14-16=579/2887 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--160mph (3-second gust) V2sd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=1Bft;-Cat.11; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=506, 12=506. LOAD CASE(S) Standard \N,'� NS�����-/i 60 1 i �L*I Job I ruse Iruse ype y Traditional Grenadine Jam �Ali Roof Special 1 1 Job Reference (optional) a , 2x4 �LJf[IDJIVM1db)95dLKWXZgQzVSA{�Z v1eeN_6ISyYwJ3-Ve.VbeK.IhOVSneS, O..IIVJBpZ.NO724]UMaL. ~N7tlHLSfCnwuYInCGFenxgVaTogTya 2-0-0, 6-9 10 13-0-0 1B-8-0 24.4-0 27-0-0 33-7 4 40 0-0 42-11, 2 0 0' 6-9 10 6 2-6 5 6 D 5-B-0 2-B-0 6 7� 6 4 12 2-0 0 6.00 12 5x5 = 2x4 II 4x5 = 5x5 =2x6 II 4 5 6 7 2x4 II 4x6 = 5^J xl0 = 5x5 = 2x4 II2x4 II 5x5 = 3x5 = 3x5 = 5x12 = 2x4 II Dead Load Dell. = 7/16 in 2x4 II 12 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TPI2014 CSI. TC 0.79 BC 0.B4 WB 1.00 Matrix -MS DEFL. in (loc) I/deft Lld Vert(LL) -0.33 17-18 >999 240 Vert(CT) -0.78 17-18 >618 180 Horz(CT) 0.36 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 256 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 7-0-11 oc bracing. Except: B1,B6,BB,B2: 2x4 SP No.2, B4: 2x4 SP M 31 10-0-0 oc bracing: 18-19, 16-17 WEBS 2x4 SP No.3 *Except* W8,W9: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 11=0-B-0 (min. 0-2-5) Max Horz2=151(LC 7) Max Uplift2=486(1-C 8), 11=-486(LC 9) Max Grav2=1945(LC 1), 11=1945(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 256 (Ib) or less except when shown. TOP CHORD 2-3=34401758, 3-4=-2817/666, 4-5=-440111048, 5-6=-4426/1049, 6-7=-4227/946, _7-8=-3593/821, B-9=-3403/762, 9-10=34181737, 10-11=-34531764 -BOT-CHORD-2-22=-676/2996-. 21--22=-677/2993, 2021=-677/2993, 5--18=-430/253117-18=76214271. 6-17=603/315, 8-15=730/216, 11-13=-549/3009 WEBS. 3-22=0/261, 3-20=-663/338, 4-20=-602/181, 4-18=525/2440, 18-20=526/2612, 6-18=171/339, 15-17=-492/3178, 7-17=550/2297, 10-13=374/153, 13-15=540/2877 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=5.Opsf; BCDL=5.0psf; h=16ft; 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) 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) Provide mechanical connection (by others) of truss to'bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2= 486, 11=486. LOAD CASE(S) Standard P 60 1 / �j X\ •�40RtflP.'�� Job I Ns5 Iruss ype y Traditional Grenadine Jam IA12 Roof Special 1 1 Job Reference (optional) nun.-oa,us..r`u J ar, coJ, sr�u Jmmry nuus,nns,ulu. ,uuoe cvur.,u:�J�uya na e, • "`" "=-'"-'-"'---�""" "'""`"" `"---"---" "'�—'_—""""---' IlFv11�ATdbje5e KVV)¢gQz8lSyoYw-J6o10nhSD6AY7sYbNAl�2MIy�V H2d2j5V112VAkCyaU=W" °`• 2-0-0, 6� 5 11-0-D 16 9-12 22-11-0 25-11 13 , 29-D-0 34 2-12 40-0-D 42-D D, 2-0-0 6-4-5 4-7-11 5 9-12 -` 6-1 4 3-0 8 3-0 8 5 2-12 5-9 4 2-0-0 2x4 5x5 = 3x4 = 3x6 =2x4 II 5x5 = 3x4 = e 5 a 7 a o 3x5 - 4x6 = 5x6 = 2x6 II 5x5 = 5x6 = 3x5 = 3x4 = 2x4 I I 2x4 II Dead Load Deb. = 3/8 to N4 11 12 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014' CSI. TC 0.64 BC 0.97 WB 0.69 Matrix -MS DEFL. in (loc) Well Ud Vert(LL) -0.27 15-16 >999 240 Vert(CT) -0.64 15-16 >747 180 Horz(CT) 0.22 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 241 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-2 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: B1: 2x4 SP M 31, B3,B5,172: 2x4 SP No.3 10-0-0 oc bracing: 14-15 WEBS 2x4 SP No.3 'Except* W5,W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-10), 11=0-8-0 (min. 0-2-5) Max Horz2=-131(LC 6) Max Uplift2=-463(LC 8), 11=-463(LC 9) Max Grav2=1945(LC 1), 11=1945(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3413/834, 3-4=3099/794, 4-5=-3173/890, 5-6=-3849/1033, 6-7=3849/1033, 7-8=3870/1032, 84=3124/833, 9-10=3607/903, 1 0A 1 =3486/817 BOT:CHORD 2--20=740/2980;19--20=-6500/2578, 18-19=-600/2578, 7-16=-_339/190, 15-16=758/3549, 9-15=271/1273, 11-13=-639/3048 WEBS 3-20=-395/284, 4-20=118/517, 4-18=341/920, 5-18=-983/400, 5-16=-226/858, 16-18=735/3064, 8-16=2051627, 8-15=-827/336, 10-15=138/261, 10-13=481/178, 13-15=-613/2972 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=5.Opst BCDL=5.Dpsf; h=16ft; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=463, 11=463. LOAD CASE(S) Standard VXTELNQ_ //�s,S�/O�,ALtENG I, Job I russ I russ I ype Qty Ply Traditional Grenadine Jam I. A13 Roof Special 1 1 Job Reference (optional) •D-�MTdbj,,,„�1NS(ZQz6l�.`31v1s��s�,P117nc. iU6T�cvuy.,iTl=kcke_CaQe�V�..__� --' I :vT SeN q yo w -n CAR oxup a gaevpz iE Hnya _ 2-0-0, 5 7�1 10-0-0 12a3-0 17-7-t1 22 4 D 25-0-0 2B�-D 31-0-D 35-2-12 40-0-D 42-D-0 2 0 0 5 7-4 5-0-12 1-B-0 S-3-B 4-B-B 3-0-0 3-D 0 2-B-0 4-2-12 4-9-4 2-0 On Dead Load Defl. =112 In 5x6 II 5x8 II 6x8 MT20HS= q 5x7 = 3x4 = Sx5 = 8 5x5 = 6.00 12 5 6 4 9 2x4 \\ 3 0 2x4 11 NOM STI'= 4 NOM STP= 5 2x4 it 2x4 II 2 0 1 7 Bj 12 13 tY 22 21 20 19 1 B B.00 12 16 15 14 3x4 = 4x6 = 7x6 — 3x4 — 7x12 MT20HS� 3x4 = 3x5 7xB MTIA12 — 3x5 = — — 77 5x8 7x8 = 1 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPi2014 CSI. TC 0.68 BC 0.67 WB 0.98 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) 0.44 17 >999 240 Vert(CT) -0.90 16-17 >534 180 Horz(CT) 0.28 12 n/a n/a PLATES MT20 MT20HS Weight: 253 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-5 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-9-4 oc bracing. B3,B5: 2x4 SP M 31, F1,F2: 2x4 SP No.3 WEBS 1 Row at midpt 7-18, 9-15 WEBS 2x4 SP No.3 *Except* W9: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 12=0-B-0 (min. 0-2-5) Max Horz2=141(LC 7) Max Uplift2=-606(LC 8), 12=-507(LC 9) Max Grav2=1945(LC 1), 12=1945(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3486/1041, 3-4=-3382/1105, 4-5=3820/1229, 5-6=-3908/1196, 6-7=3889/1136, 7-8=-5083/1451,8-9=-4399/1179,9-10=3074/829,10-11=-3406/874, 11-12=-3512/634 -BOT CHORD 2=22=-936/3050,2122=-71512607 20=21=-7-15/2607, 19-20=928/3354; 18-19=1058/3908, 17-18=1353/5324, 16-17=741/3285, 15-16=990/4463, 14-15=571/2733, 12-14=646/3080 WEBS 3-22=-335/257, 4-22=-233/562, 4-20=740/2570, 5-20=2313f755, 5-19=2461731, 6-19=-404/211, 7-16=2846/684, 7-17=0/394, 8-17=881/2879; B-16=-416/1470, 9-16=249/1192, 9A5=3315/823, 10-15=260/950, 10-14=1691437, 11-14=277/213 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=5.Dpsf, BCDL=5.0psf; h=16ft; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=606, 12=507. LOAD CASE(S) Standard V�GENS'F•���-�i • �i 60 1 i �* i 1U `�t� S/CNAL,ENG 1� Grenadine Jam SoutbemJruss. Roof Special I1 I 1 Run_-Ula.,aAug.13.2019.Print•I Dead Load Defi. = 9/16 in 5x7 II 5x0 II 4 2x4 II B 2x411 6.00 12 5x5 = 5x10 = 2x4 \\ 7 4 9 5x0 = 5x5 = 5 10 3 T 1 NOP2X STP= VM NOM STP= o 2x411 2 2x411 05 1 8 17 12 Iv jo 13 c L� 23 22 21 20 19 6x9 = 16 15 14 3x4 = 46 = 5x8 = 49 = 2x4 II 2x4 II 5x7 = 3x4 = 3.5 = 3x5 = 6x12 = 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 0.56 Vert(LL) 0.48 20-21 >997 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.97 20-21 >497 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.25 12 rile n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 241 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-4 oc purlins. T3,T6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied 2-2-0 bracing. BOT CHORD 2x4 SP No 2 *E Y or oc xcep B3: 2x4 SP No.3, B2: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W3,W8,W10: 2x4 SP No.2, W7: 2x4 SP M 31 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 12=0-8-0 (min. 0-2-5) Max Horz2=141(LC 7) Max Uplifl2=-606(LC 8), 12=-507(LC 9) Max Grav2=1945(LC 1), 12=1945(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP -CHORD- 2-3=3481/1052, 3-4=-3271/1034, 4-5.=53621_1651,.5-6=-4649/1390, 6-7=52a6/.1434, 7-8=5200/1497, 8-9=4490/1206, 9-10=-4468/1158, 10-11=29811767, 11-12=33BW786 BOT CHORD 2-23=945/3048, 22-23=716/2598, 21-22=716/2598, 20-21=1352/5053, 17-18=741/3288, 14-15=810/3655, 12-14=-604/2935 WEBS 3-23=342/254, 4-23=159/501, 4-21=1078/3732, 5-21=2680/919, 6-21=-4741179, 6-20=1864/562, 18-20=1410/5335, 6-18=769/318, 8-18=921/2983, 8-17=-458/1569, 15-17=839/3831, 10-17=87/418, 10-15=1423/332, 10-14=11661340,11-14=237/1114 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=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.1 B; MWFRS (envelope); 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=606, 12=507. LOAD CASE(S) Standard 60 1 L* i i _ t /U = - t l _ jam j— Job I russ Nss ype y Traditional Grenadine Jam A15 Roof Special 1 1 Job Reference (optional) soutnem I_Nsa., r1 werce, rL., 3413S1 _ Run: 8.310 s Auga3 2019 Print 8.310 s Aug3 0 �IITek_ Industries, Inc. Tue Sep24 09:10 51 2019 Pa e —_ 1D;�NfldbjeSeTVKWXZgDi6fSy Yw = TAepjLV1Y7_JHA21ryg?NPFOIwNsHXC01'Tgyal�T_-"- 2-0 0, 5 7 4 10 8-016 4-0 22-11-0 25 4 0 27-9-0 32a3-D 35-0-0 , 40-0-0 R2-0-0, __ 2-00 5 7-0 5-D-12 5 8-0 2-0-0 4-7-0 2-5 0 2-5 D 47-0 2-B-0 5 0-0 2-0-0 Dead Load Defl.=11/161n S x6 11 5x6 II 4 2x411 B 2x411 6.00 12 5x5 = 7 9 2x4 \\ 5x5 = 4 6x8 = 5x5 = , 3 5 0 10 TP=NOP2X STP=2x4 NOP:�S 11 2 2x4 110118 17 12 to N 6x9 = 13 Im c 23 22 21 20 19 16 15 14 3x4 = 46 = 5xB = 6x14 MT20HS= 2x6 II 2x6 II 7x8 = 3x4 = 3x5 = 3x5 t= Wit MT20HS= 7-6-5 13-9-11 111: 1 22-1111 , 27-9-0 32.4-0 35-0-0 40-0-0 7-6-5 6-3 6 4-7-0 4-10-0 4-7-0 2-8-0 5-0-0 Plate Offsets (X,Y}- [2:0-4-12,Edge], [4:0-2-8,Edge], [5:0-2-8,0-3-0], [6:0-2-8,0-3-0], [10:0-5-4,0-3-0], [11:0-2-8,0-2-4], [12:0-4-12,Edge], [14:0-1-8,0-1-B], [16:0-3-0,0-1-0], [17:0-2-12 ,Edgel, 118:04-0,Edgel, [19:0-3-0,0-0-41, [20:0-2-0,0-2-121, [21:0-4-0,0-2-01, [24:0-2-3,0-1-01, [26:0-2-3,0-1-01 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 0.86 Vert(LL) 0.61 20 >792 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -1.21 19-20 >396 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.28 12 n/a n/a BCDL 10.0 Code F.BC20171TP12014- Matrix -MS Weight: 240 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-11-5 oc purlins. T2: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 5-21, 6-18 B3: 2x4 SP No.3, B2: 2x4 SP M 31 WEBS 2x4 SP N6.3 *Except' W3,W9,W11: 2x4 SP No.2, W8: 2x4 SP M 31 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 12=0-8-0 (min. 0-2-5) Max Harz 2=141(LC 6) Max Uplift2=606(1_C 8), 12=507(1_C 9) Max Grav2=1 945(LC 1), 12=1945(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 3=-347511050, 3-4=3266/1033, 4-5=4763/1416, 5-6=-6890/1947, 6-7=-5228/1418, 7-8=525111523, 8-9=-4531/1219, 9-10=-4508/1155; 10-11=-31111781, 11-12=3479/813 BOT CHORD 2-23=942/3D42, 22-23=721/2607, 21-22=-721/2607, 20-21=1919/6739, 19-20=75/275, 7-18=290/215, 17-18=738/3280, 9-17=287/213, 14-15=94714304, 12-14=629/3038 WEBS 3-23=-335/247, 4-23=1521486, 4-21=850/3137, 5-21=3627/1093, 5-20=73/290, 6-20=1653/455, 18-20=1919/6921, 6-18=2546/823, B-18=956/3D44, B-17=-485/1620, 15-17=938/4247, 1D-17=-039/239, 1D-15=877/249, 10-14=1698/431,11-14=281/1293 NOTES- 1) Unbalanced roof five loads have been -considered for this -design: 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=606, 12=507. LOAD CASE(S) Standard ti\GENS�.\��/ice P g60i tENG\\��\ j Job russ russ I ype y Traditional Grenadine Jam A16 ROOF SPECIAL GIRDER 1 2 Job Reference (optional) ttug:tL:+u�s�u �szuLYr_r�ns'.aauLCAu s.z¢15.nnu ex.wausu>.es,inc.. iue seo za.us:�u;b4.4u_�S. ID:v1'M1dbje5e�KWXZgOz6lSyoYw Cn1YsBkzGKg_oTsNcOMBDCwkINohNOLrgRgTOttiyaU_S - 17-5-12 -- " -2-�0— 5 7.4 10-8-0 14-0 0 17-4-0 2D-0-10 22-11-0 25� 0 27-9-1 31-0 6 344-0 37 D-0 40-0-0 42 - 2-0-0 5-7 4 5-D-12 3�-0 3-4-0 D 112 2-10 6 2-5-0 2-5-0 3 3 6 3 3 8 2 8 0 3-0 0 2 0 0 2-6-14 Dead Load Defl. = 7/16 In LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 5x5 = 3x4 = 3x6 = 3x5 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017ITP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP No.3, B2: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W10: 2x4 SP No.2 OTHERS 2x4 SP No.3 5x5 = 4x8 = 2x4 II 4x8 = 2x4 11 Sx9 = j ,? 0 IV 2x4 11 412 = 3x4 = 3x5 = CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.25 Vert(LL) 0.39 22-23 >999 240 MT20 244/190 BC 0.82 Vert(CT) -0.77 22-23 >622 180 WB 0.81 Horz(CT) 0.15 14 n/a n/a Matrix -MS Weight: 493 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 14=0-8-0 (min. 0-1-8) Max Horz2=141(LC 6) Max Uplift2=-620(LC 8), 14=-700(LC 9) Max Grav2=1978(LC 1), 14=2428(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3549/1083, 3-4=-3340/1066, 4-5=-5110/1608, 5-6=5093/1510, 6-7=-6130/1737, 7-8=5450/1530, 8-9=-5427/1597, 9-10=-4764/1325, 10-11=-4783/1280, 11-12=-4737/1231,12-13=6142/1581,13-37=-4106/1107,14-37=-4260/1139 BOT CHORD 2-26=973/3109,-25-26-745/2666,-24-25=-745/2666; 23-24=-2506/8765, 22-23=2506/8765, 19-20=814/3455, 16-17=154216260,16-3B=-959/3784, 14-36=959/3784 WEBS 3-26=343/256, 4-26=158/488, 4-24=1045/3534, 6-24=4966/1418, 20-22=1535/5621, 7-20=877/357, 9-20=957/3061, 9-19=527/1743, 17-19=1002/4255, 11-17=385/213, 12-17=22501673, 12-16=1263/475, 13-16=649/2771, 7-22=205/645, 6-22=-4120/1247 NOTES- 1) 2-ply truss -to be -connected togetherwith 10d-(0A31"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oq. 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-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psF, h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=620`\\\p� 9) H4=700 Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 254 lb down and 146 lb up at on top chord, and 312lb down and 134 lb up at 37.4-12 on bottom chord. The design/selection of such connection device(s) islze, GENS'��`���� responsibility of others. i P 60 1 � L6�IUB,§gtgndard �L* I /�'' '"�L�--•� OROD `S/0NAL ENG?\\\ /////IIItM\\ Job Russ Russ I ype y Traditional Grenadine Jam A76 ROOF SPECIAL GIRDER 2 ,Job Reference (optional) Mun; OA 1 V 5. HV 1 J cV 1 U rnnl: oa 1 V 6 nu iJ6V ro mi nR mou5uitl5, m6. uC;kU w Vr w:ar <u �J. ra tl c "ID-.vlMldbje a KJJXZ-gQz6lSyoYw-Cn4YsBkiGKg_cTsNcOMBDCwkINohNOLrgRgTOt6ya=5z•.-- -EOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 4-6=70, 6-9=70, 9-12=-70, 12-13=-70, 13-15=-70, 21-31=20, 19-20=20,16-34=20 Concentrated Loads (lb) Vert: 37=214(B) 38=-303(B) M_BL���� i i i Pg___ i STE F ONAL O NSS INSS ype y Traditional Grenadine Jam JA17 Roof Special 1 1 Job Reference (optional) boualam , m5s , rL rlerce, rL, 04VO 1 _ - - a... - _ " . J,_-_ .; --` �4 nun: o o,u s m w G, rQJ]L a.Jl u s Au lJ cu,J m,, m ,nuu5mu5, ,nc. � ue . o c4 uU:'u_.70 cu 1P_rU _1 -_ - _ _ lD`:vIWl1dtijebeNKWXZgQz6lSyo w3�_bw3URbrorEdRZAjtQIQSq C1zlmHgfKCxQZya _R -2 0-D , rr77 10-B-D 13 9 11 16-0-7 17 4-D 20 0-10 22-11 0 25 4-0 27-9-0 , 32-3 4 37 4-D 2-0-0 5 7 4 5-0-12 3 1-11 2-2-12 1-3 9 2-B 10 2-10-6 2-5-0 2-5-0" 4 6-0 5 0 12 5x5 = 22 21 3x4 = 3x6 = 3x5 = 20 5x9 = 19 18 2x4 II 5x14 = 17V^1L 2x4 I I 5x5 = 9 13 5x5 = Dead Load Deg. = 5/6 in cn 12 Iy d 0 3x5 = 7-6 5 13-9-11 17 4-0 20 0-10 22-11-0 27-9-0 32-3� 37�-0 7-6 5 6 3 6 3 6 5 2-8 10 2-10-6 4 10-0 4-6 4 5-0 12 Plate Offsets (X,Y)- [2:Edge,0-0-41, [4:0-2-0,0-1-121, [9:0-2-4,0-1-121, [13:D-2-4,0-2-8], [15:0-2-4,0-3-4], [16:0-3-4,0-3-0], [18:0-4-12,0-2-81, [20:0-4-8,0-1-12], [23:0-2-3,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.55 19 >811 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -1.07 19 >418 180 BCLL 0.0 Rep Stress incr YES WB 0.93 Horz(CT) 0.22 12 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 223 lb FT = 20% LUMBER- BRACING- - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 5-3-15 oc bracing. B3: 2x4 SP No.3, B2: 2x4 SP M 31 WEBS 1 Row at midpt 6-20 WEBS 2x4 SP No.3 *Except* W3,W11,W14: 2x4 SP No.2, W10: 2x4 SP M 31 OTHERS 2x4 SP No.3 REACTIONS. (size) 12=Mechanical, 2=0-8-0 (min. 0-2-3) Max Horz2=151(LC 10) Max Upliftl2=-393(LC 9), 2=580(LC 8) Max Gravl2=1676(LC 1), 2=1 B29(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3223/996, 3-4=-3013/978, 4-5=-4449/1430, 5-6=-4415/1328, 6-7=-5124/1467, 7-8=- 455/1269, 8-9=-4430/1336, 9-10=-3561/1008, 10-11=3581/954, 11-12=3310/801 BOT CHORD 2-22=91712819, 21-22=-687/2370, 20-21=687/2370,19-20=2155/1391, 18-19=2155/7391-, 15-16=638/27,02, 12-13=665/2904- WEBS 3-22=348/256, 4-22=159/492, 4-20=903/3004, 5-20=289/197, 16-18=1329/4770, 7-16=888/346, 9-16=875/2742, 9-15=-337/990, 13-15=-647/2842, 11-15=67/332, 11-13=542/194, 6-20=4052/1170, 7-18=-177/611, 6-18=352011083 NOTES- 1) Unbalanced roof fire loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf: h=16ft; 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) 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) 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) 12=393, 2=580. LOAD CASE(S) Standard Job I Russ Itoss ype y Traditional Grenadine Jem �1311 Roof Special 1 1 Job Reference (optional) = Soulharn_ Truss ,.FL Platte, FL, 34951_ , _ - _ _ _ _ ____ _ _ _ __ Run�8.311Ls Au�13 2019 Print 8.310 s g0�1�.2019 MLTek-Intries, Inc. Tue Sep 24 09:10t59, 2019_Pap�e.1 -- --' - = ID v�Mldbje5eTVKWXZgQiBfSyoYw3 fA91Hg-1 yzimOlkRPiTd?ORtiMiUGau`yVyryau -2 D 0 5-9-0 11-0 0 16-5-0 19� 0 25 4-0 28-5-0 30 Lo 2-0.0 5-9-4 5-2-12 5-5-0 2-11-0 -* fi-0-0 3-1-0 1-11-0 4x7 = 2x4 II 5x4 = Dead Load Defl. = 3116 in 3x4 = 1x4 11 3x4 = 2x4 11 2x4 11 2x4 II 410 = 5 9 4 11-0.0 16-5-D 22-5-0 28-5-0 30 4-0 5-94 5-2-12 5 5 0 6-0-0 6-D-0 1-11-0 Plate Offsets (X,Y)- [2:0-0-8,Edge], [4:0-5-4,0-2-01, f7:0-1-12,D-2-01, [9:0-2-0,0-1-8] I12:0-2-12,0-3-0], [14:0-2-0,0-2-8] [16:0-1-8,0-1-12] [19:0-2-3 0-0-81 LOADING(psf) SPACING- 2-D-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.15 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.36 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.17 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 180 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD T3: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD B3,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 10=Mechanical, 2=0-8-0 (min. 0-1-12) Max Horz2=222(LC 8) Max Uplift10=-334(LC 9), 2=392(LC 8) Max Grav10=1353(LC 1), 2=1508(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2530/568, 3.4=-2013/459, 4-5=-2241/550, 5-6=2247/548, 6-7=-2919/626, 7-8=1384/324, 8-9=1322/321, 9-10=1316/334 BOT CHORD 2-18=604/2194, 17-18=-604/2194, 16-17=-604/2194,_5=14—�322/192,.13-14=-416/2070,- 12-13=870/3548- WEBS 3-16=-548/278, 14-16=-386/1670, 4-14=-222/743, 6-14=149/436, 6-13=-169/820, 7-13=1154/449, 7-12=-2401/606, 9-12=439/1810 Structural wood sheathing directly applied or 3-3-14 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 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=5.Opsf; BCDL=5.Opsf; h=16ft; 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) 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) 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) 10=334, 2=392. LOAD CASE(S) Standard L�GENSF���r-�� . P- 60 1 i OR1DNIAL 4.`������ o russ I ruse I ype uty P y Traditional Grenadine Jam �132 Hip 1 1 Job Reference (optional) --.:^....x�u,^��_.••:s,t..�,��••�. �.._+-�••s.=.____..- -�--._-.--,.. ..-� —..-:- ._�=.ti�-r�u��.p,.aiuin�y-i.i«e..ora.uu.,aa.iu s.nu +z�vu+ntiauuuau�nanm: iun an cr,u��vu���a,.r-ape.-e..�:.^-... ID:vlNfldbjeSeTVKWXZgQz6lSyo w3=cMjgUAmFZF3ZTwbyHBwurr b712Dg767eh2URy6U_P 2-0-D 4-9_4 9-0-0 14-5-15 21-4-0 25-6-12 3D-0-D 2-0-0 4 9 4 4 2-12 5-5-15 6-1 0-1 12-12 4 9� 4x4 = 4 3x4 = -9 Dead Load Defi. = 3116 in STP= 8 3x5 i 3x8 = NOP2X STP= 3x4 = 3x4 = 3x4 = 3x4 = LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.71 BC 0.63 WB 0.91 Matrix -MS DEFL. in Vert(LL) -0.14 Vert(CT) -0.30 Horz(CT) 0.01 (loc) I/deft L/d 9-17 >999 240 9-17 >578 180 B n/a n/a PLATES MT20 Weight: 154 lb GRIP 244/190 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, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 10-12. OTHERS 2x4 SP No.3 REACTIONS. (size) 8=0-8-0 (min. 0-1-8), 2=0-8-0 (min. 0-1-8), 10=0-8-0 (min. 0-2-0) Max Horz2=124(LC 10) Max Uplift8=158(LC 9), 2=-227(LC 8), 10=-396(LC 5) Max Grav8=511(LC 18), 2=737(LC 17), 10=1681(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=834/248, 3-4=-188/120, 4-5=364/144, 5-6=66/529, 6-7=-353/128, 7-8=711/267 BOT CHORD 2-12=-231f115, 9-10=0/261, 8-9=-170/616 WEBS 3-12=-392/255, 5-12=1741727, 5-10=-1019/384, 6-10=-953/230, 6-9=-52/431, 7-9=-413/269 -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=5.Opsf; BCDL=S.Opsf; h=16ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 8=158, 2=227, 10=396. LOAD CASE(S) Standard 60 1 �i Job I russ rusS ype y Traditional Grenadine Jem B3 Hip Girder 1 1 Job Reference (optional) •`_-_SgW[1a2ra.Trtu �Ft,Pierca F„3_42i1,t _ :: - _- _.-.a•, - . _ -'- ---r. �n:®-3.1A s-Au�gg,]32019.f?.rint: 8,310 s.Aug.13Z0797diTakJaCuslries, Inc- 7Ue Sep 24-09:1-7;pZ2U3&-P.age.7n.. ID:v1 M1 dbjeSeTVKWXZgQz61SyoYw3-YlgRvso65tJGiEkKPZyMwGdR4pMYhcUPayA9ZKyaU_N 7-0-0 10-9-0 14 6 0 15 10-0 19 7-0 23-0-0 26 6 12 30�3 D 2-0-0 3-94 3 2-12 3- 3 9-0 1 4 0 3-9 0 3 9-0 3 2-12 3 9� Dead Load Defl. = 3/16 in 1x4 II 44 = 3x4 = 3x4 = 3x4 = 3x4 = 4x4 = 4 28 5 29 6 7 30 6 31 932 33 10 6.00 F12 1x4 1x4 i 3 11 n 0 NOP2X STP= 7 1x4 II 2 �NOP2XSTP= 12 I • 1 19 34 18 35 36 17 16 15 37 14 38 39 13 3x4 = 1x4 11 NOP2X STP= 1x4 I I 3x4 = 3x6 = 3x5 -_ 3x4 = 3x4 = 5x8 = 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 0.84 Vert(LL) 0.17 13-24 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.31 13-24 >558 180 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(CT) 0.09 12 n/a n/a BCDL 10.0 Code FBC2017ffP12014 Matrix -MS Weight: 159 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 64-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 12=0-8-0 (min. 0-1-B), 2=0-8-0 (min. 0-1-12), 15=0-8-0 (min. 0-3-5) Max Horz2=106(LC 8) Max Upliftl2=-444(LC 9), 2=549(LC 8), 15=1070(LC 5) Max Grav 1 2=1 228(LC 1), 2=1506(LC 1), 15=2831(LC 1) FORCES. (lb) -.Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2564/947, 3-4=2318/858, 4-28=-2044/803, 5-28=-2044/803, 5-29=-1179/501, 6-29=1179/501, 6-7=1179/501, 7-30=-711/318, 8-30=-711/318, 8-31=-711/318, 31-32=711/318, 9-32=711/318, 9-33=1764/723, 10-33=17641723, 10-11=20271774, 11-12=2335/895 BOT CHORD 2-19=847/2249,J9-34=69212044, 18-34=-692/2044, 18-35=692/2044,-35-36-692/2044, 17=36=-692/2044, 16=17=371/1179,15-16=37111179-15=37=549/17K 37-38=549/1764, 14-38=549/1764, 14-39=549/1764, 13-39=549/1764, 12-13=-747/2078 WEBS 3-19=288/209, 4-19=-64/647, 5-18=0/348, 5-17=1238/492, 7-17=245/954, 8-15=316/236, 9-15=1549/615, 9-14=0/424, 1D-13=63/614, 11-13=386/229, 7-15=1465/570 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=5.Opsf; BCDL=5.Opsf, h=16ft; Cat 11; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=lb)12=444, 2=549, 15=1070. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 296 lb up at 7-0-0, 134 lb down and 162 lb up at 9-0-12, 134 lb down and 162 lb up at 11-0-12,134 lb down and 162 lb up at 13-0-12, 134 lb down and 162 lb up at 15-0-12,134 lb down and 162 lb up at- 15-3-4, 134 lb down and 162 lb up at 17-34, 134 lb down and 162 lb up at 19-34, and 134 lb down and 162 lb up at 21-3-4, and 249 lb down and 296 lb up at 23-4-0 on top chord, and 377 lb down and 103 lb up at 7-0-0, 91 lb down at 9-0-12, 91 lb down at 11-0-12, 91 lb down at 13-0-12, 91 lb down at 15-0-12, 91 lb down at 15-3-4, 91 lb down at 17-3-4`�i, M • BC /�� lb down at 19-34, and 91 lb down at 21-34, and 377 lb down and 103 lb up at 23-3-4 on bottom chord. The design/selection of su� ���j connection device(s) is the responsibility of others. \ �� / 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). \� i �,\GENS��\��- LOAD CASE(S) Standard P 60 1 Continued on page 2 h ,o `�� OR19 p.' �� Job nts5 I fuss ype y Traditional Grenadine Jam B3 Hip Girder 1 1 Job Reference (optional) _ �..Southers Tess: FL PiarTce�` L— 34951 _ _ _ RUn: 6,3j0 S AUK 3 ZOJ 2.PgpC, 8.31D 5 AUg ,13 2019 MITBK InclUSmes Inc. I Ue Sep A 08:11:UL ZU19 Yege eTVK4MXZ�z61Sy'ofw3YIgi2Ss665tJGiEkKPfyMwGdR4pMYhcUPayA9EKy.TN LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Undorrn Loads (plf) Vert: 1-4=70, 4-10=70, 10-12=-70, 22-25=20 Concentrated Loads (lb) Vert: 4=201(F) 6=-134(F) 1 0=201 (F) 16=1 34(F) 19=341(F) 13=341(F) 26=134(F) 29=134(F) 30=266(F) 31=-134(F) 32=134(F) 33=-134(F) 34=-67(F) 35=67(F) 36=67(F) 37=-67(F) 36=-67(F) 39=-67(F) \\\\�\o1It�`Itl Bt// EN i P 60 1 -0 STE F: , ORtflper'�� o russ russ ype y Traditional Grenadine Jam C1 Roor Special 2 1 Job Reference (options[) Kun: 8.310 s Aug _1,3 2�019-PnnL 0.310 s Aug 13.2019 MITeK Industries, Inc. Tua Sep 24 09:11:03 2019 Pagel s ' �1D:v1Mfdbjt35aTVKWX-Z4Oz6iSyoYw3-0x0p- CcicsAR7KQJWzHTbSTAanDhZQ7QZpcwi5myaU_M 2t 0-0 5-7-4 10-B-0 17-4-0 23-0-0 0 5-7-4 —_ . , _ ._ 5-0-12 6-8-0 5-8-0 4x5 = 7-6-5 13-9-11 23-M ' 7-6-5 6-3-6 9-9-F Dead Load Defl. = 3116 in 2x4 p_ 4x4 = Plate Offsets (X,Y)— [2:0-0-4,Edgel, [5:0-2-8,0-3-01, [7:0-1-12,13-2-01, [11:0-2-3,0-0-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.21 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.46 7-8 >599 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 123 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 7=0-8-0 (min. 0-1-8), 2=0-8-0 (min. 0-1-8) Max Horz2=290(LC 8) Max Uplift7=31O(LC 9), 2=321(LC 8) Max Grav7=1022(LC 1), 2=1180(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-7 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -2-3=-1790/428, 3-4=-1579/410, 4-5=17001334 BOT CHORD 2-10=548/1539, 9-10=311/1098, 8-9=311/1098, 7-8=-600/2112 WEBS 3-10=-363/255, 4-10=-175/493, 4-8=-71/652, 5-8=-792/302, 5-7=2223/635 NOTES- 1) Unbalanced -roof live loadshave-been-considered-for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf-, BCDL=5.0psf; h=1611; Cat 11; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 7=310, 2=321. LOAD CASE(S) Standard V\GENs�� F•1-�ii 60 1 �l L* 1' i ,t` ��� O_Rrfl�• � � I Job rusS I russ I ype Uty Fly Traditional Grenadine Jam C3 Common 3 1 Job Reference (optional) Southern Truss., Ft Pierce, FL., 34951, _ Run: 8.310 s Aug 13 2019 Print: 8.310 s Aug13 2019 MiTex Industries, Inc.. Tue Sep 24 09:11:04 2019 Page 1 ID:v1M1rJb1e5eTVKWXZgQz6lSyo w3--U8yBKYpMdUZyYujV11_g7hiulc7P9[i2GfGdCyatT-C= - 2-0-0 5-7-4 10-8-0 15-8-12 21-4-0 2-0-0 5-7-4 5-0-12 5-0-12 -- 5-7-4 4x4 = Dead Load Defl. = 118 in I� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.08 7-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.20 7-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.04 6 n/a n/a 'BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 101 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-14 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 6=0-8-0 (min. 0-1-8), 2=0-8-0 (min. 0-1-8) Max Horz2=139(LC 10) Max Uplift6=257(1_C 9), 2=-324(LC 8) Max Grav6=953(LC 1), 2=1112(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD, 2-3=-1646/435, 3-4=-1433/416, 4-5=-1458/435, 5-6=1659/456 BOT CHORD 2-9=-405/1413, 8-9=166/951, 7-8=-166/951, 6-7=-329/1446 WEBS 4-7=1921547, 5-7=390/274, 4-9=170/508, 3-9=369/262 NOTES-- 1) Unbalanced-rooflivL-loads have been considered for -this design. 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 6=257, -2=324. LOAD CASE(S) Standard ttUr .,4ORtfl?.'�� Job Iruss I rusS I ypeIFfly Traditional Grenadine Jam C4 Common 5 1 Job Reference (optional) avuvro,n muss, rG nn,W�rL.,_JYtloi ... _. Kum mi-rus AugiJzui9Y'rmr:U.JIUSAU iJZU19MI.leUnCUsMes, InC.-LUe5e z4p9:11:�Lgzu79.Pa e1 _- —_ --�_ ___ .. - _-_---_, 1II.vi Aldbje5eTVKWXZgQz61S-yo w3-UByBKYpMBUZ yYujW_ ?hiivy6Br9fCi2GfGdCyaU_L -2-0-0 , 5-7-4 11-8-0 15-8-12 21-4-0 23 4 0 2-0-0 5-7-4 5-0-12 ' 5-0-12 5-7-4 Dead Load Dell. = 1/8 In 44 = 7-6-5 13-9-11 21-4-0 7-6-5 6-3 6 7.9-5 Plate Offsets (X,Y)- [2t0-0-4,Edge7, [6:0-0-4,Edge], [11:0-2-3,0-0-81, [13:0-2-3,0-0-81 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 0.37 Vert(LL) -0.08 10-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.18 10-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.04 ' 6 n/a n/a BCDL . 10.0 Code FBC2017lrP12014 Matrix -MS Weight: 107 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 6=0-8-0 (min. 0-1-8) Max Horz2=127(LC 7) Max Uplift2=323(LC 8), 6=-323(LC 9) Max Grav2=1105(LC 1), 6=1105(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1632/432, 3-4=1419/413, 4-5=-1419/413, 5-6=-1632/432 BOT CHORD 2-1 D=-380/1400, 9-10=140/937,.8-9=140/937, 6-8=263/1400 WEBS 4-8=1721510, 5-8=-369/262, 4-1 0=-1 71/510, 3-10=369/262 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-6-6 oc bracing. NOTES- 1) Unbalanced -roof rive loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) V2sd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=16ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 DO lb uplift at joint(s) except at --lb) 2=323, 6=323. LOAD GASE(S) Standard 60 1 o ruse russ ype y Traditional Grenadine Jem CS Hip 1 1 Job Reference (optional) _ _- , nun: a.�ius_.Au is zuie rnnc: e.aiu.s nug i� zuia mi IaK Industries, Ina Tue Sep 24 09:11:05 2019. Page 1,. - :. MTiibje elVKWXZgQi6lSyoYw3-zKWZXtq_OofiZ[Tv4hV3YuFi mOR5u65sGwPp9fyaU_K"'-'` _ -2-0-0 6-4-10 9-0-0 12 4-0 14-11-6 21-4-0 23�-0 2-0-0 6.4-10 2-7-6 3 4-0 2-7-6 6-4-10 2-0-D Dead Load Detl. = 3116 in 4x4 = 4x4 = 9-0-0 i c-q L6 9-0-0 Plate Offsets (X,Y)— [2:0-4-12,Edpe],[7:0-4-12,Edge] [12:0-2-3 0-0-81 [14:0-2-3 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.16 11-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.37 11-18 >694 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix -MS Weight: 104 lb FT = 20% LUMBER - TOP CHORD 2x4 SP*No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 7=0-8-0 (min. 0-1-8) Max Horz2=111(LC 7) Max Upllft2=-309(LC 8), 7=-309(LC 9) Max Grav2=1105(LC 1), 7=1105(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1542/378, 3-4=1284/320, 4-5=1094/297, 5-6=-1284/320, 6-7=-1542/378 BOT CHORD 2-11=303/1325, 10-11=-132/1094, 9-10=132/1094, 7-9=204/1325 WEBS 3-11=398/262, 4-11=117/402, 5-9=-117/402, 6-9=-398/262 -NOTES- 1) Unbalanced roof live [bads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf; h=16ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ot=lb) 2=309, 7=309. LOAD CASE(S) Standard Job I russ I ype Uty Ply Grenadine Jam C6 Hip Girder 1 1ob [raditional Reference (optional) SouthemTruss,Ft..Piorce,.FL.,34951. - - _ - �, _ttu_n,• IDlb134NKWXZ Q BlA Y�jRW4_ �aSrner25cP114 �aghs dYy?V v,p.rage., - -- --. .� .. je5e q z Syo y1Drc9 piB a 6o L a6Mi5yaU_J 2-D-0 7-0-D 10 6 0 1.4-4-0 21-4-0 23-4-0 - 2-D-0 7-0-0 3-8 D 3-B-0 7-D-0 2-0-0 ' 48 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP M 31 'Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 Dead Load Defl. = 1/8 in 1x4 II 48 = .3xB = CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.55 Vert(LL) 0.13 9 >999 240 MT20 244/190 BC 0.96 Vert(CT) -0.22 9 >999 180 WB 0.24 Horz(CT) 0.10 6 n/a n/a Matrix -MS Weight: 107 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-7-15 oc bracing. REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 6=0-8-0 (min. 0-2-5) Max Horz2=91(LC 7) Max Uplift2=71 1 (LC 8), 6=-711(LC 9) Max Grav2=1948(LC 1), 6=1948(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3399/1225, 3-22=3329/1265, 4-22=3329/1265, 4-23=3329/1265, 5-23=3329/1265, 5-6=3399/1225 BOT CHORD 2-11 =1 025/2944, 11-24=1027/2966, 10-24=102712966, 9-1 0=1 027/2966, 9-25=977/2966;-8-25=977/2966; 6-8=976/2944 -WEBS 3-11=37/635,-3-9=291/586, 4-9=565/405, 5-9=-292/586, 5-8=38/635 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1D; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf: h=16ft; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=711, 6=711. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 296 lb up at 7-0-0, 134 lb down and 162 lb up at 9-0-12, 134lb down and 162 lb up at 10-8-0, and 134 lb down and 162 lb up at 12-3-3, and 249 lb down and 296 lb up at 14-4-0 on top chord, and 377lb down and 103 lb up at 7-M, 91 lb down at 9-0-12, 91 lb down at 10-8-0, and 91 lb down at 12-3-4, and 377 lb down and 103 lb up at 14-3-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. - "-I_.. - 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front(F) orback (By LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-3=70, 3-5=70, 5-7=-70, 16-19=20 Concentrated Loads (lb) Vert: 3=-201(B) 5=201 (B) 11 =341 (B) 9=-67(B) 4=-134(B) 8=341(B) 22=134(B) 23=134(B) 24=-67(B) 25=67(B) OW i I I I I//�I //�ii RU60(1) , o nus5 Russ ype y Traditional Grenadine Jam CJ3 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) --Runr8.310s& Aug 13.2019 Print: 8.310 s Augg 13 2019 MiTek'Industries� Inc Tue Sep 24,09t1:07.2019. Paget. ID:vl M1 dble5eTVKWXZgQz6lSyoYw3-vjeKyZrEwPxZp?JIC6YXdJKJlg9KM2z8kEuwEXyaU_I -2-9-15 3-5-10 2-9-15 3-5-16 3-5-10 3-5-10 Plate Offsets (X,Y)— [2:0-4-5,0-0-4], [5:0-2-3,0-0-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.05 4-11 >B42 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.05 4-11 >1547 180 BCLL 0.0 Rep Stress Incr -NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 20 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-10-15 (min. 0-1-8), 4=Mechanical Max Horz2=135(LC 4) Max Uplift3=-46(LC 17), 2=-293(LC 4), 4=-93(LC 17) Max Grav3=59(LC 31), 2=323(LC 31), 4=99(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 or bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details -as -applicable, or consult qualified building designer as -per ANSI/TPI 1. -3)-Gable studs -spaced at 2-0-0 or. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 (K--lb) 2=293. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 138 lb up at 1-6-1, and 100 lb down and 138 lb up at 1-6-1. on top chord, and 40 lb down and 96 lb up at 1-6-1, and 40 lb down and 96 lb up at 1-6-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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: 1-3=70, 4-9=20 Concentrated Loads (lb) Vert: 12=115(F=57, B=57) 13=107(F=53, B=53) o russ Russ ype y Traditional Grenadine Jam CJ7 Diagonal Hip Girder 5 1 Job Reference (optional) - SouthemTrups,Fl Fiarc@ FL.,34951,_ ..- -.. ..^— =' ._-pi,1Da,1M1-Aug7aNzg�PnntQe.a1Ss Yug13NoCA aKIQQBCs,Inc.-iue XUepZ.UU:1.1:U&ZU a vage7_..__.. - "' --- I w dbja5e' XZq z61 yo w3 v i v5 3 UIg3m9 t 2E P5 Qlyu mya H - -2-9 15 5-1-3 1 9-9-5 2-9-15 5-1-3 4-B-1 a 5-1-3 9-9-5 5-1-3 4-8-1 Plate Offsets (X,Y)— 18:0-2-3,0-0-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.10 7-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.09 7-14 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 49 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15 (min. 0-1-8), 6=Mechanical Max Horz2=247(LC 4) Max Uplift4=120(1_C 4), 2=-319(LC 4), 6=86(LC 8) Max Grav4=167(LC 1), 2=608(LC 31), 6=355(LC 31) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-846/157, 15-16=792/182, 3-16=722/176 BOT CHORD 2-lB=-270f717, 18-19=270/717, 7-19=270f717, 7-20=270f717, 6-20=-270r717 WEBS 3-7=0/257, 3-6=-774/291 NOTES-- 1)-Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf'BCDL=S.Opst h=16ft; Cat -II; Exp C; Enclq GCpi=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 nonconcurrent 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 100 lb uplift atjoint(s) 6 except at --lb) 4=120, 2=319. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 138 lb up at 1-6-1, 100 lb down and 138 lb up at 1-6-1, 110 lb down and 42 lb up at 4.4-0, 110 lb down and 42 lb up at 4-4-0, and 90 lb down and 103 lb up at 7-1-15, and 90 lb down and 103 lb up at 7-1-15 on top chord, and 40 lb down and 961b up at 1-6-1,401b down and-96-lb-up-at 1-6-1, 28 lb down and 3 lb up at 4-4-0, 28 lb down and 3 lb up at 4-4-0, and 47 lb down at 7-1-15, and 47 lb down at 7-1-15 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 CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=70, 5-12=-20 Concentrated Loads (lb) Vert: 15=1 15(F=57, B=57) 17=75(F=-38, B=38) 18=1 07(F=53, B=53) 20=-54(F=27, B=27) P 60 1 TE `.4 ORtD Job I russ russ ype y Traditional Grenadine Jem GJ26 Diagonal Hip Girder 1 1 Job Reference (optional) Southern Truss , Ft Pierce L. 34951 _ . _ _ _ - _ _ _ - _ R=.6.31A. s .Aug 13 2019 P.dnt:-B.31D.sAugg 13 20.1E Id(.TaUndustries, Inc. Tue Sep.24 09:11:09 2019.3agge - _ - ` "-- ID:vlMldbjeSeTVKWXZgQz6lSyoYw3-r5m4NFtVROBH2JngJXa7ikQfodrvgyTRBYN11QyaU=G -2-9-15 3-4-15 2-9-15 3-4-15 LOADING(psf) SPACING- 2-0-0 CSL TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 TCDL 15.0 Lumber DOL 1.25 BC 0.52 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-10-15 (min. 0-1-8), 4=Mechanical Max Horz2=134(LC 4) Max Uplift3=-50(LC 17), 2=-295(LC 4), 4=96(LC 17) Max Grav3=57(LC 31), 2=322(LC 31), 4=100(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.05 4-11 >861 240 MT20 244/190 Vert(CT) 0.05 4-11 >B64 180 Horz(CT) 0.00 2 n/a n/a Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-15 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=5.Opsf; BCDL=5.Opsf; h=16ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable -End Details as applicable; -or -consult -qualified building -designer as -per ANSI/fPI 1. 3) Gable studs spaced at 2-0-0-oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any, other live loads. 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 (jt=1b) 2=295. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)100 lb down and 138 lb up at 1-6-1, and 100 lb down and 138 lb up at 1-6-1 on top chord, and 40 lb down and 96 lb up at 1-6-1, and 40 lb down and 96 lb up at 1-6-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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: 1-3=70, 4-9=20 Concentrated Loads (lb) Vert: 12=115(F=57, B=57) 13=107(F=53, B=53) Ns JMNAL = G � Job russ I russ I ype Qty ply Trad'dional Grenadine Jem D1 GABLE 1 1 Job Reference (optional) -.,}iun :a.310 s Aug•d3-2019 Print a.310.5 Au0 132019.MITBk Industries, Inc.. Tue Sep 24 09:11.11.201.9 P.ag�E_1—s ID:v1M1dbje5eTVKWXZgQz615yoYw3-nUfroxvlzeR71dw3RycTn9V7mRXYllakfss7NlyaU_E 2-0-0 2-6-0 7-2-8 i_ 11-9 4 12rQ-0 16-0-0 , 20-0-0 2-0-0 2 6 0 4-8-8 4-6-12 0- 2 4 4-0 3-8-0 4x4 = Dead Load Defl. = 1/8 in 2 6-0 7-2-8 11-91 16-4-0 16 Br0 20-0 D ' 2-6-0 ' 4-8-8 d-6-12 d_R_12 �- Ibr1 Plate Offsets (X,Y)— [3:0-3-8,Edge), [8:0-2-0,0-3-0), [10:0-2-0,0-2-4], [13:0-2-0,0-1-8), [16:0-1-12,0-3-8), [20:0-2-0,0-1-81 [24:0-2-3 0-0-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.11 20-22 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.21 20-22 >934 180 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(CT) 0.03 19 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 152 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. Except: WEBS 2x4 SP No.3 1 Row at midpt 3-6 OTHERS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 16, 6, 13, 8, 11 REACTIONS. (size) 2=0-8-0 (min. 0-1-6), 19=0-8-0 (min. 0-1-8) Max Horz2=217(LC 8) Max Uplift2=-284(LC 8), 19=293(LC 9) Max Grav2=888(LC 36), 19=1078(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-31=1524/376, 3-31=-1465/387, 3-4=24301796, 4-6=2430/796, 6-8=1885/448, 8-9=-1885/448, 9-11=-1885/44B, 11-13=-1885/448 BOT CHORD 2-23=-482/1423, 23-32=-486/1410, 32-33=486/1410, 22-33=486/1410. 22-34=796/2430, 21-34=-796/2430, 21-35=-796/2430, 20-35=796/2430 WEBS 3-22=323/1081-, 6-20=-567/362,_9 20=-31.4/95, 13-20=-498/2022, 13-19=-885/282, 7-8=302/129, 4-5=266/218, -11 12=302/102, 14-15=-259/219 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=5.Dpsf; BCDL=5.0psf; h=1611; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 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 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 1x4 MT20 unless otherwise Indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) 2=284, 19=293. 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)130 lb down and 149 lb up at 2-6-0, 87 lb down and 45 lb up at 2-9-15, 87 lb down and 45 lb up at 5-1-12, 87 lb down and 45 lb up at 7-1-12, 87 lb down and 45 lb up at 9-1-12, 86 lb down and 44 lb up at 11-1-12, and 87 lb down and 45 lb up at 13-1-12, and 87. lb down and 45 lb up at 15-1-12 on top chord, and 88 lb down and 124 lb up at 2-6-0, 28 lb down and 6 lb up at 3-1-12, 2B lb down and 6 lb up at 5-1-12, 28 lb down and 6 lb at 7-1-12, 2B lb down and 6 lb up at 9-1-12, 28 lb down and 6 lb up at 11-1-12, and 28 lb down and 6 lb up at 13-1-12, and 28 lb down , and 6 lb up at 15-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) 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 Continued on page 2 ... o russ russ ype y Traditional GrenadineJem D1 GABLE 1 1 Routham Truss FL Pierce FL 34951 Job Reference o tional LOAD CASE(S) Standard — — 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=70, 16-26=20, 3-10=70, 10-17=70 Concentrated Loads (lb) Vert: 23=61(F) 31=63(F) .Run: e,31.0 s Aug 13 20J 9Ennt' 8,310. c Qug 13 2019 MLTek Indusldes, Inc. Tue Se 24 09:71:11 2019 Pe e 2 _ . _. IDfNl1dtijeSeiVK1NXZgQi6lSy6YWS:iUt(&vlzeR?Idw3RycTn9V?mRXY kfss7Nl4_E"-- i P 60 1 - -a ST.EF. ORIV . S,0I�rAL1 Job russ I cuss I ype Uty my Traditional Grenadine Jam D2 Common 1 1 Job Reference (optional) — �� - 7D v11v11i�bjeSeNrrKWXZqt]i615yoYw3itUtroxvlzeRTldw3RycTn9VFtoRW2loNkfss7Nlyatl_'E 2-0 D 7-7-8 12-D-0 15 0 D 7-7-8 4 4-8 3 D 0 3x4 = 4 -—-P= 3x4 = Dead Load Den. = 1/8 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.11 7-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 • Vert(CT) -0.18 7-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 77 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-11-10 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 3-6 REACTIONS. (size) 2=0-B-0 (min. 0-1-8), 6=0-8-0 (min. 0-1-8) Max Horz2=296.(LC B) Max Uplift2=240(LC 8), 6=-215(LC 8) Max Grav2=823(LC 1), 6=658(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=938/194 BOT CHORD 2-7=318/754, 6-7=318/754 WEBS 3-6=-800/346, 3-7=0/344 .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=5.Dpsf; BCDL=5.0psf: h=16ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=240, 6=215. LOAD CASE(S) Standard -?� :`=-ar--=. _..tea. _ . --...:- -_- .. __ .r_._., --- - --' _"�- -- `- - � ".: .- —• -- - i P 60 S/ANAL oruss russ ype y Traditional Grenadine Jem 1,13 Common 1 1 Job Reference (optional) '--- -"---1D:v1M1d-oje5eTVKWXZgVz6lSyoYw3 FgRD4HvNkxZsvmt7i fVKN2Anni1FQ1t vT'a U_D- 7-7-B 12-D D 15 0-0 -- - 7-7-8 4-4-B i 3x4 = 3 3x4 = 1x4 II NOM STP= 3x4 = Dead Load Defl. = 1/81n LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CSI. TC 0.76 BC 0.64 WB 0.31 Matrix -MS DEFL. in Vert(LL) 0.14 Vert(CT) -0.22 Horz(CT) 0.02 (loc) VdeFl L/d 6-9 >999 240 6-9 >806 180 5 • n/a n/a PLATES GRIP MT20 244/190 Weight: 71 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 Sp No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-6-2 oc bracing. WEBS 1 Row at midpt 2-5 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 5=0-8-0 (min. 0-1-8) Max Horz1=255(LC 8) Max Uplift1=173(LC 8). 5=-221(LC 8) Max Grav1=668(LC 1), 5=668(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=943/210 BOT CHORD 1-6=335/783, 5-6=-335/783 WEBS 2-6=0/351, 2-5=836/366 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=5:Opsf-,-BCDL=5.Opsf;-h=115ft; Cat. il; Exp C, Encl GCpi=0.18; MWFRS (envelope); 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=lb)1=173, 5=221. LOAD CASE(S) Standard NS P 60 1 �_ s `_%J ORIVNAL A O Russ cuss ype y Traditional Grenadine Jam Jt Jack -Open 14 1 Job Reference (optional) acu[nern toss , r[. tierce, ram., sgq�7, , .- _ .rtun.a.o iu s hu I I cu i a rnnc a.a iu s ryug i o cvie mn eK muusmes, inc. i ue ae w ua: u: w cu is ra e.a - -- ID:v1Mldbje5e KWXZgQz6lSyoYw3 ks?bDdx?VFhiXw4RYNfxsaaRM JxmmS16ACERBya =C -2-0-0 1-0-0 2-0-0 1-0-0 - 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 0.33 Vert(LL) 0.00 9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 9 >999 180 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 -MP Weight: 10 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min. 0-1-8), 4=Mechanical Max Horz2=66(LC 8) Max Uplift3=39(LC 1), 2=-153(LC 8), 4=68(LC 1) Max Grav3=34(LC 4), 2=340(LC 1), 4=50(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-D-0 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=5.Opsf, BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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) Refer to girder(s) for =truss4o-truss-connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3, 4 except (It -lb) 2=153. LOAD CASE(S) Standard P-r_ 7601 i R" o russ cuss ype y Traditional Grenadine Jam J3 Jack -Open 10 1 Job Reference (optional) So,lmem ]n155, F[. Pierce, FL., 34951 _ . Run: 8.310 s Aug 13 2019 Print: 0,310 s Aug 13.2019 MiTeUndustries, Inc. Tue Zep 24 09:1114 2019 Paaa 1. - _- -' ID:J1M1dbje5eTVKWXZgQi6lSyoYw3-C3ZzQyxdGZpZ94fe64AAPo7c66gIVDiALg4o_dyaU_B " -2-0-0 3-0-0 2-0-0 3-0-0 3-0-0 3-0-0 Plate Offsets (X,Y)- [2:0-6-4,0-0-101, [5:0-2-3,0-0-81 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 0.33 Vert(LL) -0.00 4-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 4-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a - BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 16 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min. 0-1-8), 4=Mechanical Max Horz2=114(LC 8) Max Uplift3=-47(LC 8), 2=-114(LC 8) Max Grav3=64(LC 1), 2=328(LC 1), 4=45(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 or 3-0-0 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=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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_withany-other live loads. 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) 3 except (jt4b) 2=114. LOAD CASE(S) Standard NSF.�� P 60 1 0_Rt - �� Job I russ I fuss I ype Uty Hly Traditional Grenadine Jam J3G Half Hip Girder 1 1 Job Reference (optional) _ Southern Truss, Ft. Pierce, FL., 34951 . _. . _ _ .__. _ _ _ .. _ - Run: 1 O�stiAue.1ry 019 P nQ .3150 s Aug 13 2019 MI7ek Industries, Inc.__Tue.Sep 2�09:11:15 2019_ gaga_ 1A .._ _ .__ L _ - _.. :0 1 je e q z61 yo w3-gF7LelyGlsyQrri EggohPy?giP2gUEgJKZUgLW4ya _ - 2-6-8 3 0 0 2-6-8 0 5 8 3x7 = 2x4 I! ' NOP2X STP= 3-0-0 3-M Plate Offsets (X,Y)- [1:0-2-4,0-0-91, [2:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.01 5-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.03 5-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except (jt=length) 1=0-8-0, 5=Mechanical. (lb) - Max Horz1=64(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) 2, 3 except 1=294(LC 8), 5=-114(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 3 except 1=1228(LC 1), 2=307(LC 1), 5=354(LC 36) 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=5.0psf, BCDL=5.Opsf; h=16ft; Cat. 11; 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) AII-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) Refer to girder(s) for truss to truss connections. 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) 2, 3 except at--lb)1=294, 5=114. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 lb down and 95 lb up at 2-11-4 on top -chord, and 1656 lb down and 413 lb up at 1-0-12, and 91 lb down and 111 lb up at 2-6-8 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=70, 2-3=-70, 1-4=20 Concentrated Loads (lb) Vert: 3=37(B) 5=49(B) 7=1656(F) o wkl I11///// Ns � V01 j�0�.A- �' Y4- - O_Rt p''�� o russ russ ype y Traditional Grenadine Jam JS Jack -Open 10 1 Job Reference (optional) Southern Truss, FL Pierce, FL, 3495] __ _. Run: 8.3108 Aug 13 2019 Print: 8.310.s.Aug 13 2019 MiTek lodustries, Inc. Tue Sep 24 09;11:16 2019�. P_aga'1_ _,�,_ -[DvlMldbje5eTVKWXZgQz6lSyoYw3-BRhkreyuoA4HOOpMVCeUDCycSJa7CTo7Zu2WyaU_9` -2-0-0 5-0-0 2 0-0 5-M i 5-0-0 5-0-0 Plate Offsets (X,Y)— [2:0-3-4,Edge], [5:0-2-3,0-0-B] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.03 4-9 >999 240. MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.06 4-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 22 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min. 0-1-8), 4=Mechanical Max Horz2=165(LC 8) Max Uplift 96(LC 8), 2=120(LC 8) Max Grav3=137(LC 1), 2=397(LC 1), 4=89(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 or 5-0-0 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=5.Opsf; BCDL=5.Opsf, h=16ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); 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) 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) 3 except at --lb) 2=120. LOAD CASE(S) Standard 60 1 i �L* iM 35 Job I russ I russ I ype Qty Ply Traditional Grenadine Jam J7 Jack -Open 16 1 Job Reference (optional) .KVV)¢gQzBISy� miiex musmes, ins. +ueaoumam rr ss-, rc ouYwRp_hzkureyuoA4H0OpODVGLUDCpspSzE41uza7:CnT;'oo7-zZwu2aWyageU_, 9 W7-0-0 7-0-0 a Dead Load Defl. = 1/8In Plate Offsets (X,Y)— (2:0-6-4,0-0-101,15:0-2-3,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl. Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.13 4-9 >634 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.24 4-9 >348 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 28 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-B-0 (min. 0-1-8), 4=Mechanical Max Horz2=215(LC 8) Max Uplift3=143(LC 8), 2=133(LC B) Max Grav3=204(LC 1), 2=478(LC 1), 4=131(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 or 2-2-0 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=5.Opsf; 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) All plates are MT20 plates unless otherwise indicated. 3)-This truss has been_designed fora 10.0 psf bottom chord live load nonconcurrent-with any -other -live loads. 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 atjoint(s) except (it --lb) 3=143, 2=133. LOAD CASE(S) Standard P 60 1 NIALtENG\\\\\ 10 a oruss rus8 ype y Traditional Grenadine Jem �J17A Jack -Open 1 1 Job Reference (optional) ^�tiJplf[QBfll.l fu55_: rL rl`BfGe�!•L� J97_ I_ - _ _ _ -. - _ _ Kufl: o.Jl V s AUB lJ CUIUYrInL C.JI U 5 AU lJ LVl`J MI I BK If10U5U185. InC. I UB Jep L9 U`J:l l:l r LVl`J t'00e l - ID:vlMldbje5eTVKWXZgQz6lSyb W3=ceE63_ENZUC80YODnDjt1010XSZ5iaShcnJSbyyall_8.. -. 7-0-0 7-0-0 R 2x6 = 7 3 LOADING( psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.17 3-6 >490 240 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.28 3-6 >301 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP - LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 2=Mechanical, 3=Mechanical Max Horc1=174(LC 8) Max Upliftl=-60(LC 8), 2=-149(LC 8) Max Gravl=312(LC 1), 2=214(LC 1), 3=136(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. m A Dead Load Dell. = 3116 in PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 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=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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) Refer to girder(s)-for truss -to -truss connections. 5)-Provide-mechanical-connection-(by-others) of -truss -to -bearing -plate capable of-withstanding-100-I15 uplWatjoint(s)-1 except Qt=lb) 2=149. LOAD CASE(S) Standard Job I russ russ I ype Qty Ply Traditional Grenadine Jam RG I Jack -Open Girder 1 1 Job Reference (optional) Southern Truss ,FL Pierce, FL, 34951 _ _ - _ - _ . . _ _ _ _ _ . _ _ _. Run:_B.3a0 s Aug 13 2019.Print 8.3]0 s Auger 2019 MiTk IndupMes, Inc. TuQ SQp�4 09;11:]8.2019.Page - — IDv1Mldbje5eTVKWXZgQz6lSyoYw3 oDGK'BKnK?dhzPLwE6ZeHJfGzCRv8mGR2?70yaU_7 5-0-12 7-0-0 ---5-0-12 1_11-4 3x4 = 2x8 !i 4 NOP2X STP= 44 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.02 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.04 6-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 35 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-15 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 3=Mechanical, 5=Mechanical Max Horz1=174(LC B) Max Uplift1=148(LC 8), 3=-12(LC 8), 5=392(LC 8) Max Gravl=653(LC 1), 3=16(LC 1), 5=1290(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1066/216 BOT CHORD 1-6=-287/901, 5-6=-287/901 WEBS 2-6=-343/1439, 2-5=15531494 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opst. BCDL=S.Opsf h=_16ft;-CaL-14-Exp C;.Encl., GCpi=0-18; MWFRS-(envelope); Lumber-DOL=1.60 plate grip DOL=1:60-- 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has beeri designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girders) for truss to truss connections. 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 joints) 3 except Qt=lb) 1=148, 5=392. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1333 lb down and 354 lb up at 5-0-12 on bottom chord. The desigrdselection of such connection device(s) is the responsibility of others. 8) 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 (ptf) Vert: 1-3=70, 1-4=20 Concentrated Loads (lb) Vert: 6=1333(13) 60 1 � 1 -J. OwD �j/�FsS�ONAttENG ��\\ n ., 41 Job Truss I russ Type Qtj Ply Traditional Grenadine Jam J26 Jack -Open 7 1 Job Reference (optional) -'Ioucnem_ _ un:a1-io s dnbuwinc. ,sgaq�� jr 5�fgUyog3-YOm ID:vM1eTVKWXZgQz6Iwy ?m55SsFrXbvemL6rq rfNXAUyJU5bYryaa_,6.,,,. -2-0-0 2-6-0 - -2.0-0 2-6-0 LOADING(psf) SPACING- 2-D-0 CSI. DEFL, in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.00 9 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min. 0-1-8), 4=Mechanical Max Horz2=102(LC 8) Max Uplift3=-33(LC 8), 2=116(LC 8) Max Grav3=44(LC 13), 2=315(LC 1), 4=33(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins. BOT CHORD ' Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1)Wind: ASCE 7-10; Vult=16Dmph (3-second gust) Vasd=124mph; TCDL=5.Opst BCDL=5.Opsf; h=16ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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-botton-chord live load nonconcurrent_with-any-other-live loads. -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 atjoint(s) 3 except (j --lb) 2=116. LOAD CASE(S) Standard ENs P6001i 11 I V' Job Truss cuss ype y Traditional Grenadine Jem V2 Valley Southam Truss Ft�P' F 3495 Job Reference (optional) �ii�.. ��o avy <w Ua.�I.ID <V ltl react I ID:vtM1'db�e5eTVKWXZgOz615yoYw3-YOMsTg7m555sFrXbve;;1Q 3fNr'4AUSoYfW.'3'6 2-0-0 2-0-0 1 2 3 2x4 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a We 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=2-0-0 (min. 0-1-8), 2=2-0-0 (min. 0-1-8), 3=2-0-0 (min. 0-1-8) Max Horzl=35(LC 8) Max Upliftl=12(LC 8), 2=-36(LC 8) Max Gravl=62(LC 1), 2=48(LC 1), 3=28(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=5.Opsf; BCDL=5.0psf; h=16ft; Cat. 11; Exp C; Encl., GCpi=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 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSIrTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface._ 5) Provide-mechanical_connection(by-others)-of truss to bearing -plate capable of withstanding 1001b uplift atjoiht(s)1, 2. LOAD CASE(S) Standard / P 60 1 i Xt ORt ID ,. , V Job I russ I russ I ype Qty Ply Traditional Grenadine Jam V4 Valley 1 1 Sni dAom Tmce F/ Oi-...e. el oeoce -- - ..._ _ _._ Job Reference (optional) Draw s-�au� ins��. i, ��' adz sl u s eu is ZUU` MLt _neustnes, lnc, Tue Sep 24-09:11:20 2019 Page-1- _: _ ., ID:v1M1db1e5eT/KWXZgOz6lSyo uv3-06wM OSPajt76bSLHaf2NeC3gNVxB3jIX68flyaU 5- 4-0-0 4-0-D 2 3 2x4 -�, 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 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.D Code FBC2017/TPI2014 Matrix-P Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 " TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (size) 1=4-M (min. 0-1-8), 3=4-0-0 (min. 0-1-8) Max Horz 1=81(LC 8) Max Upliftl=-28(LC 8), 3=69(LC 8) Max Gravl=146(LC 1), 3=146(LC 1) 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=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=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 psf bottom chord live load nonconcurrent with any other live loads. 4)_Provide mechanical connection (by others) of truss -to -bearing -plate capable.of withstanding 100 lb -uplift at joint(s) 1, 3. LOAD CASE(S) Standard i P 60 1 �L* ,�' �.. -_.. _. - ��,_. - -. _ _. -_ _- --.i =-_ _. _�. = = 1:' '• 5 r Inc 19 AL,ENG \\\\ 1