The URL can be used to link to this page

Home My WebLink AboutTrussLOWER ROOF AND FLOOR SCALE: 3/16 = 1'-0" ELEVATION "A" 4'—," 0- N Y al 0 < M N Q Q Q N M a) N v8 1 1 1 Q Q Q Q a ¢ a a a ¢ Q Q 41 APPROVED TRUSS ANCHOR BY BUILDER 2X4 MINIMUM TOP AND BOTTOM CHORDS PLUMB CUT OVERHANG FILE COPY 4-1/16" HEEL HEIGHT �Z... SrYoOYe 51 :t:(�il TYPICAL TRUSS END DETAIL ALL WALLS SHOWN ON THIS LAYOUT ARE TO BE LOAD BEARING 81 11 18'-0 3/4" TRUSS BEARING HEIGHT SCHEDULE HANGERS TO BE USED (Simpson) or (Usp) QA HUS26 0 HUS26 © HGUS26-2 © THDH26-2 E� HGUS26-3 EO THDH26-3 O HHUS46 OH THD46 (@ CONNECTION BY BUILDER ' NOTE: A A HV1A A c YOUR SIGNATURE WILL ACKNOWLEDGE: 62c .i 1) AUTHORIZATION FOR FABRICATION. f M J2 J2 2) VERIFICATION OF ALL DIMENSIONS, CONDITIONS, AND TRUSSES. TRUSSES WILL BE MADE IN STRICT ACCORDANCE WITH THIS PLACEMENT PLAN. J2 3) RECEIPT AND USE OF "BCSI-61 Summary Sheet. COMMENTARY and RECOMMENDATIONS for HANDLING, �E M n `0M n n n n N Cv3 INSTALLING & BRACING METAL PLATE CONNECTED 6 s WOOD TRUSSES". (TPI). -- 20'-8" 1g'-4" 20 —8" 4) NO BACK CHARGES OR CRANE CHARGES OF ANY 4a —0 40 _0• KIND WILL BE ACCEPTED UNLESS SPECIFICALLY AUTHORIZED IN WRITING BY TRUSS PLANT MNGMT. UPPER ROOF SIGNED SCALE: 3/16= V-O" ELEV TION "A" 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 OFRCE. Labeling trusses is a service, not a 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 DESIGNER PULE MANUFACTURER„ NOR TRUSS FABRICATOR PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK APDRihI� ❑ I* IED AS NOTED PROFESSIONAL ADVICE REGARDING ERECTION BRACING WHICH IS ALWAYS REQUIRED TO b WVt8E & RESUNR E7 REJECTED RESUBMIT PREVENT TOPPLING AND DOMINONG DURING ERECTION: AND PERMANENT BRACING WHICH MAY BE ItEOINED N sPEanc APPLICATIONS. SEE 'BCSI-81 Summary Sheet COMMENTARY [J NOT REVIEWED p FOR YOUR INFORMATION . and RECOMMENDATIONS far HANDLING, TO & BRACING METAL PLATE CONNECTED Submithft are reviewed for conformance with designintent WOOD TRUSSES' (TPI). TRUSSES ARE To BE ERECTED AND FASTENED N A STRAIGHT AND PLUMB POSITION WHERE NO SHEATHING IS APPLIED DIRECTLY TO TIff TOP CHORDS; THEY and general c Akeeince with tttoobhb act Documents only. SHALL BE BRACED AS SPECIFIED ON THE IRUSS DESIGN. fttellp160oNdALFIrg11fi11i18P5foCMtrociStdn. TRUSSES SHALL BE HANDLED WITH ITEASONABLE CARE DIAtrNc ERECTION To PRE4ENr I Approval, tw eels lnts ani Comedtions doles notrelieve the DAMAGE. CmftWr frcm C010ttoe TO V* Ca 4W Documents. The CoWWW is faWftb a fm tonlinning and cwrtelating all TRUSS COMPANY SUPPLIES ONLY TRUSS TO TRUSS CONNECTIONS. NN llic"s s, rhichFsi ine,m tand sequences clearances, structi on [~ TRUSS COMPANY WILL SUPPLY ALL TRUSS TO TRUSS HARDWARE Dracessesr technipyes, and sequenNxs of canatyuchon, NAvewllfMp of meterisis and fflevw, cow"On "on of thetf CONNECTIONS FOR REACTIONS UNDER 5000 POUNDS. FOR ALL Wb OWN b3ft W4 VAlcontractas magge of work in a S* and MadanREACTIONS GREATER THAN 5000 POUNDS, OR SKEWED, NO master kMl r1 anx 1� willift HANGER IS SUPPLIED. 3 CONTRACTOR SHOULD CHECK ALL REACTIONS FOR PROPER CONNECTIONS. ♦A MWFRS low-rise and ASCE 7-10 • Wind Design Velocity:]SxQMPt Exposure Category . C Bldg Category . 2 9 Imp. Factor . 1.40 Wind Load Du • Duration Factor : 1.60 Mean Roof Nei -D" t :7Z— Man M Bleddy Shuct Eng /76051 2590 N ICngs Highway Fart Pierce, FL 34951 (772) 464-4161 R E 08/29/18 Revised floor spacing for bath 1 plumbing. dhc v I S O TE - ICI � N - -if %'i Trusses shown an this layoutore a component part of the building S r and show t _ - r erection temporary and .. suss location. Proper P Y f P permanent gracing design are the responsibility of the budding 77�I .�+a) SS r designer or his enginew Lateral bracing shown on the individual �V LAN 11lUJJ (772) 464-4160 —: truss drawings must be placed during the erection procedure. ( COMPANIES, INC. JOB NO ; 2590 N. Kings Highway Fort Pierce, FL 34951 r _ LOT: BLK: RYAN HOMES ADDRESS: Plan 2195 — Elev. A w Lanai SUBDIVISION: Oakland Lake 3 16"=1'-0" 06 14 1a 7ra I 2195-a-In-gr SOUTHERN TRUSS COMPANIES Southern Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772) 464-4160 * Fax: (772) 318-0015 Job Number: J1900288 Customer. Ryan Homes Name: Oakland Lake Address: City, ST, ZIP: Fort Pierce, FL 34951 General Truss Engineering Criteria & Design Loads Building Code and Chapter: FBC2017ITP12014 Computer Program Used: MiTek Version: 8.23 Oct 2 Gravity. Gravity: 37.0 psf ROOF TOTAL LOAD 55.0 psf Floor Total Load Wind Building Authority: 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) St. Lucie County No. Date Truss ID# 1 03/05/19 Al 2 03/05/19 A1A 3 03/05/19 A2 4 03/05/19 A2A 5 03/05/19 A3 6 03/05/19 MA 7 03/05/19 A4 8 03/05/19 A5G 9 03/05/19 A6 10 03/05/19 A7G 11 03/05/19 BIG 12 03/05/19 B2G 13 03/05/19 CJ4 14 03/05/19 CJ6 15 03/05/19 CJ8 16 03/05/19 CJ36 17 03/05/19 DI 18 03/05/19 D2G 19 03/05/19 E1 20 03/05/19 E2G 21 03/05/19 FGA 22 03/05/19 FGB 23 03/05/19 FGC 24 03/05/19 FGD 25 03/05/19 FGE 26 03/05/19 FGF 27 03/05/19 HV6 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 av FILE COr I No. Date Truss ID# 28 03/06/19 HV8 29 03/06/19 HV10 30 03/05/19 J2 31 03/05/19 J4 32 03/06/19 J6 33 03/05/19 J8 34 03/05/19 J36 35 03/05/19 J81 36 03/05/19 MV2 37 03/05/19 MV4 38 03/05/19 FL1 39 03/05/19 FL2 40 03/05/19 FL3 41 03/05/19 FUE 42 03/05/19 FL4 43 03/05/19 FL4E 44 03/05/19 FL5 45 03/05/19 FL6 46 03/05/19 FL7 TYPICAL DETAIL @ CORNER - HIP: NOTE: NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. A UP TO 265 132.5# per Nail (D.O.LFactor=1.00) 2-16d NAILS REQ'o. nds toe nails only have 0.83 of O UP TO 394J - 3-16d NAILS REQ'D. -lateral Resistance Value. . ._ iz 4n t�n MP GIRDER 12 O 4-9-5 CORNER JACK GIRDER J1 M .- J5 use 2-16d CA toe nail TC & BC.H7 (HIP GIRDER) QA A T' Typical jack 45' —I —��-- --- attachment toe noii use oil 6 `C ®7C TYPICAL CORNER LAYOLTF & ?-16d ®,I Typical Hip -jack attachment CHORD HANGERS FASTEN ER GIRDER JACK J1-J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails —— BC — — — — — —— 2-16dnails ——--— J5 TO HIR JACK GIRDER - TC — — — — — — — 2-16d nails — — — — BC — — — — —— — 2-15d nails — — —— J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC —-—--— 2-16dnails — — — — — HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — - BC I - - - - - -- 2-16dnails ---- MINIMUM GRADE OF LUMBER LOADING L (PSF) BC INCR: OOS T.C. 2x4 SYP 2 TOP 20 WEB-C0 STR IN7 2x4 SYP Z �M 00 10 WEBS 2x4 SYP Na 3 SPACING 2e O.C. SOUTHERN Fort Pierce Division TRUSS 2590 N_ Kings Highwa , C O M PLAN 1 E S (800)Fort 0509 ' (772) 6 4160 ice//wwwz*Ut+ ++ Fox:(772)318-0016 Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 TYPICAL DETAIL @ CORNER - HIP NOTE NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.LFactor=1.25) nds toe nails only have 0.83 of lateral Resistance Value. 12 10VEi 40 -WaG) '-O '-O nA OA n n n n u ii ° ii ii O O A 0 0 O —0-0 HIP GIRDER 12 1a5�& b —0-14 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT Q UP TO 265# = 2-16d NAILS REQ'D. UP TO 394# = 3-16d NAILS REQ'D. use 2-16d toe nail TC & BC. Typical jack 45' attachment !;11 112,11 ill 10J11 10211 TYPICAL CORNER LAYOUT O ® O %3-16d `% Cnail 0 Td-1 & 2-16d @-BC Typical Hip —jack" attachment FHORDJ HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16dnails —-——- J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — -- — BC — — — — — —— 2-16dnails — — — —— TC —— — — — —— 3-16dnails — — — -— BC — — — — — —— 2-16dnails — — — -- HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16dnails —--- MINIMUM GRADE OF LUMBER LOADING (PS F) SfR. INCP— T.0 L D FBC2017 2x4 SYP 2 'TOP 20 B.C.- 24'SYP 2 BOTTOM 00 10 WEBS 2 x4 SYP No-3 SPACING 24' O.C. S)UT HERN TRUSS Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 C OM PAN I E S (800)232-0509 (772)464-4150 nets//— Fox:(772)318-0016 Brian M_ Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce. FL 34951 772-464-4160 4 CO cm C S Hangers Face Mount Hanger Charts MiTeW _ ::l.:.v: Joist'Sixe z.a-: ;.•."-� stock W, - ReG tad.•GaugeH _ - t�.i .lei JJ� AOowabk Loads (1 �) • c• a _ : urynnr • :Max:.Mall `'Header - - Joist P:;� e''. j r =.:: - ' D': ..'t ~,; ,� vA F -= T' -''• ::. Nal:: ' = ' •� • 10096 .1159L 12596 : JL24 LU24 20 1-M6 3 1-1/2 15116 - 4 10d 2 10d x 1-12 ::470. 540 ::580.1, 320. 51 R5, F2 4 16d 2 10d x 1-12 SIX W . ' W- : 320 J1241F-7Z - I 18 1-9/16 3-1/8 1-1/2 - - 4 10d HDG 2 10d x 1-12 HDG . 465' 635: j 58D:1: 280 : I 31, R1, ` F32 4 16d HDG 2 10d x 1-12 HOG .550' 615- j 615 : - 280: 2x4 JUS24 LLIS24 18 1-9/16 3-1/8 1-/4 1 - 4 10d 2 1 10d "675'1 775.' 835. 510 4 SUH24 U24 16 1-9/I6 3-1/4 2 1-3/16 - 4 10d 2 10d x 1-12 500 .560-1 605:. 380 . 51 4 16d 2 10d x 1-12 '=b99 1 669.4 to 380 H026 HU26 14 1-9/16 3-12 2-1/2 1-1/8 Min 4 16d 2 10dx1-12 ; 618 : 695 ' 74S 365, : R5, F2 � 4 615 M5 j 745• MS. _ _ .: • _ . _.:.....: .Ill28 _.-.2D:r,y�9/1 ,, ., • _ _ 314 _, :. 7-T/2 -75d6 rt.,•.. *::-= c-.6: =,10d } -4 '-'.10dX1rt?t:: 710 805] 870' 1 656 =<T6d.; 4.j'" INN1-1R::0 '840'1 960' 1045• 650• JL260=TZ ': ; • LUC26Z - , 18;=: - 1=9116 ' ;:4-1/2' - :1=172 • r'- .: - _ ' .6' "10d HM -[.,4.. ' 10d x 1=12 HDG 695 800 870' • •730 _ 31, R1, F32 6' :16dHDG.'1.4.1,10dX7=12HDG 830. •950 1035:1 730. .•• +•.-.-._.:JUS26 =;:' :L11S26: 4 '- 10d:'-.-:4•. -::;': TDd :•.. 970- 1000 1080: 1115. a 5,0,F2 '_.:. MUS26;.=--� `fJ[f]S2fi •.• -18:'_• 1-9/16'51116' �':2•; '.'•T': "=`r '.G :.-10d': • : 6 . "':�'.1Qd'.-• 1285j1475. 1605j' 855: 31.R1,F32 _ '; =':: �SllFi26 " _�' ,� = " e ill2B' : "' : _ - 16.' :j am �: :: _ .� : . 5178'' - : '- 2 .' - '1W S �..� . - 6•• ==' 10d; " --4 : --10d 750 _ 840. 914 755 : 8 °;16d.. '•4- -1Gdz T-12 -. -j 880 too0 1080 75S jUS26' : ?-. '4US26::: _ 76:.:1-5/B :• 5 7/16' ''.- 3 ': = 2 - 14 : , .16d ; i ; 6 1.:-..'.16d ' " 2760' 3140 3345 1925 :. _. HD2fi-; " :; - . HD26', •.....-. ': ;14,- .. - 19116 - .;3-12` 2-i/2;]B �.. moo• 4 .,__ 16d 2' j' '' 10dx1-i2 •:, - 615 695 745.1:30. 5, R5, :Max . 4 : 615 695 745 1 595 -. JiD28 - : " '- HU28 ,. . ,14 1 A11 5 T/4' • :2-T/? 1 1%8 °. B •••' . ]6d ' ` 4 . 6:: 10d x 1-12 :: 1230 139Q114901 •780 F2 IV�r 1230 13M J 14901 825. - JL26 LU26 20 1-9/16 4-3/4 1-1/2 15116 - 6 10d 4 1 10d x 1-1/2 1710• $05 1 870 650. 6 16d 4 l 10d x 1-V 840 h SM -1 1045 650' JL261F-TZ WC26Z 18 1-9116 4.12 1-1/2 - - 16 10d HDG 4 j 10d x 1-12 HDG 695.1. 800' j 8Y0;' 730 . 31, R1, I F32 6 16d HOG 4 j10d'xl-12HDG 830. 95D iD3s -730 JL28 LU28 20 1-9/16 6-3/8 1-112 15/16 - 10 10d 6 10dx 1-12 1180 1295 -1295 1 '855 - 5,R5,F2 10 16d 6 10d x 1-12 1400 1600.1.17401 855-: JL28iF-7Z - 18 1-9/i6 6-1/8 1-12 - - 8 10dHDa 4 10dxl-12HDr. •,930 1001T160j 730:1. 31, RI, F32 8 16d HDG 4 10d x i-12 HOG 1105:1-1215 12'15 730 JUS26 LUM 18 1-9/16 4-13116 1-3/4 1 - 4 10d 4 lod 878 1000 1080 1115' JLIS28 LUS28 18 1-06 6-5/8 I-V 1 - 6 10d 4 10d 11101.1270 1375 .1115 4 5' �' � 2 x 8 MUS26 MUS26 18 1-9/16 5-1/16 2 1 - 6 10d 16 10d 1285 p 14751 T605• 865 • 31, RI, ML1SZ8 MUS28 18 1-9/16 7-1/16 2 1 - 8 10d ( 8 10d 1710 1g70. 21401 1230 F32 SLIH26 U26 16 1-9/16 5-1/8 2 1-3/16 _ 6 10d 4 . 10d x 1-12 •.750• 840 1 910• 755 ' f 6 16d 4 1 10d x 1-12 880.1 16M 1 10801 755• SUH28 - 16 1-9116 6-5/8 2 1-M - 8 10d 6 1 10dx1-12 100011120 rn0 'SOD i 8 16d 6 1 10d x 1-12 11751 1335 144D' 800- HUSZfi HU121 16 1-511 5-7111 3 2 - 14 16d 6 16d 2760 3140 j 3345.1 1925 5' HUS28 HUS28 16 1-5/8 7-31i6 3 2 - 22 16d j 8 16d 4178 '4345 143451 2570 - R5' HD28 HU28 14 1-9/16 51/4 212 1-1/8 11tin 8 16d 4 led x1-12 '123013901.149Q 780 F2 Mot 6 1238 13901 T4901 825 HD210 HU210 -I 14 1-91i6 7-3116 2-11@ 11/8 m 10 16d 4 10dx1-12 .1W 17K 1865 Max 14 6 .2155 I MR4 Mmi 117.0 1) Upfift loads have, been increased 60%for wind or sdwnic leads; no further increase shall be permitted. 2)16d sinkers (0.148 dia, x 3-1/4' long) may be used at 0.84 of the We load where 16d commons are specified. This does not applirb JUS, HUS, MUS stool nail hangers. 3) For = HUS, and MUS hangers Nails must be driven at a 30' to 45' angle through the )ofst or truss Into the headerto achieve the table bads. 4) NA S:10d x 1-1/2" nails are 0.148' dia, x 1-12' Ion 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162' ifla x 3-12' long. New pmducls or updated product infomaton are designated in bbe foot Corrosion Finish WStainless Steel MGold Coat MHDG Wriple Zinc 112 Continued on nett page Hangers E in C13 I- - Face Mount Hanger Charts MiTek' Sbck :Gauge Fasten *940pow� Alloviiablitaidi Mbsf 211.1f, :ROL Max. Hall -77 -, T W...- ;'-D-.- -A,- -iow%ril%1125%4 im J=4-2 UW4-2 18 1 3-1/8 3-7/161 2 1 - 4 16d 2 16d 8E-f-:920 , -.965 4 - 325 -S 2 4 SUH24-2 U24-2 16 3-1/8 3-1/8 2 1-1/8 - 1 6 10d T 10d 75d:, `90' 910'4 .'380 '1 6 IN 2 10d -.=- -1000. 1 - 1=4 - .380. 1 (2) x H024-2 HU24-2 14 34/8 3-112 2-1J2 1-1/8 - 4 16d 2 10d !-115'� 79F' 7451 -'385.1 HLIS24-2 - 14 3-1/8 3-7/16 2 1 - 4 16d 2 16d -:850j-:965A1040f 495-- H=4-21F - 14 3-vB 3-7/16 2 1 - 4 16d 2 16d :-850 a -BW- 11040 495 US26-'V -.2 -1 4*.V`l 6d, z" A: .16d`10.40 11851-12201 130 29- 1-11264 Im 6, .-A: "10d 11250 1.05 1515- 755 755. 4: '10d-'l 1470* 1670 180D HD24:2 HU4-2.14.,'3-I18 1,-312 1.2-112 I-lig 16d" 2` '10dj 61r5- -05• 746 385 !.p2x6-Hmir,27 7 - Tu—mi-27- 7 14 !'t `34/8 2*5-114 '2. 1.�. f-A :16d -'.::4 -Igd-' 1085' 1235 13001 1155 HLlS26-2lF,'-`:fAlI= ."3-1/8. 118 `:5-114 `.2 1,16d,' 4. 16d' 1085 13001 .1155 'HD�6-2'�-. HU26 4. 1-"3-118* 14 '�-i/2 �lA M ax -12 16d 1", 4 1230 M. 1490 .780 .11701 1&% 1 20M -.12235 =m 626-200 WL'�2 340. -5-1/4 2 -1 A Vial 1850 1390 1 20M 1490: 2235 780 .1170- JLIS26-2 um6,2 18 3-1/8 5-1/4 2 1 - 4 16d 4 16d 1040 1 1.1 $5 1220' 13M JUS28-2 Lma-2 18 3 8 71/8 2 1 - 6 16d 4 16d 1325 1510 1645: •1355 SUH26-2 U26-2 16 I 3-1/8 5-1/16 2 1-1/8 - 10I 10d 4 10d 1250- -1405 1615 755 755 1 10 1 16d 4 10d .1470 116701 IBWJ SIJH28-2 - 16 3-1/8 6-1/4 2 1-1/8 - 12 10d 4 10d 1500' 16M IB15,1 - 755 - 12 16d 4 10d '176511915 1915 755 HLS26-2 HM6-2 14 3-1/8 5-1/4 2 1 - 4 16d 4 16d loss -.123541300 1 .1155 HLIS26-21F HLISC2 $-2 14 14 3-1/8 5-1/4 2 1 - 4 16d 4 16d 1095 :12354 1300-1 1155_ HLIS28-2 HUS2&2 14 14 3-1/8 7-1/8 2 1 - 6 16d 6 16d 1625- 18504 lW5 1 1810 (2)2x8 HLLS28-21F KISM2 14 14 3-1/8 7-1/8 2 1 - 6 16d 6 j6d —-m fi RE—w—T-1995 laic H026-2 HU2&2 14 3-1/8 5-1/4 2-1f2 1-118 MIn Max a 12 lfid 4 lad 1230 -1139011490 780 �-M 1170 R5, F2 61 I— M �= -.3m RD26-21F RUC26-2 14 3-1/8 5-1/4 2-1/2 - Min led 4 10d 42301:1390114901 - 790- '1 Max --L 12 6 -18MJ 2001-2235-1 --11/0 I H028-2 HU28-2 14 3-1/8 7-1/8 2-U2 1-118 Wrin Max 10 14 16d 16d - 1540 =3511.80 L'.780 11701 -L 6 -FS-5 H028-21F HUC28-2 14 3-1/8 7-1/8 2-112 - Mn 10 6d Od 150 A73511865, 780* 1170 MaX 14 --L 6 215.5 24301 HM 740 - -2'-:. -V S., 16(f - 777 -Tro-d' 1.15to 1645 1355' JUS210-2-.' t. UIS210-2 19 j -'314 V :-I -16d 6 16d, -1845 2105 f 229E 1980 A 4-118, 2;`.;. .12-VIOd. *. 4. .-lW- 1565 1 16asi leis 1 755 -12 *16d `4 lod 1765, 1915,119151 755 SUH21G-2 LfM N -w --3-lj8 aji66 .2 : 1 _,A lr -.6 10d j 2000 12245 12420 1 1135. 46, :,-16d, • 6 IN 2350 12670 1 MG 1 1,135 HUS2&2 HUS28 -2 '14 A-1/9.::- 7 -711,18 2 2: 4 -7.14d 6 - 16d': 1625::19M 111995: 1810 HUS2&2lF HMC28-2 14, :3 -1/8 7AW --2 1::• t C. 16d:- 1625. 185011995- '18113 :(2) 2X10 HD243-2- -KU2J3-2 - C .10 _14, ia ir TF, irsivi 18651 im lam: E86 .780 H028-21F.. -:HUC28-V., 3;.1/i ••Wix Mra A 0 '4. 1540 2155 173511 '243812610 • '780 1 111701E 14 6 -2.-2 :. HUS21D;2 -14 .9-:1 J8 2- 1-! 16d. 12170 2465� 26M 1 2210: HUS210�-21E - i- K=0-2 .-14 T-2-1/8 I16d - B. 8' ':,-16d' 2170 2465- 26601 2210 9D21'0-2:: 14 -3-1/ 8 '.1 2� , --W0 :Jjjaov A4.., .21 R--! Id 2155 30M 2430 3473 26TO: =25 '1170 H-D2-1 M-F. :HLIC21114 .14- 6 2155 2430 2610 :.I= am 372r,�, ism L f-HO G-2F, 2T--1 HUCWl-2' -14 &1/4 J 9:, 1 - 3 1-112 -..' I 'lZ..*m f 6 j WS3. 6015, -131, 55901 5590(.2975:L R1, R2 1) LIM bads have been Increased 60% for wind or seLqnlc loaft no further lotrease dW be permitted. 2) 16d sinkers (0.148 dia. x 3-11411 krd maybe used at 0.84 of to table load where 16d commons are speciffed. This does not applyt JM HUS, MUS slant nail hangers. 3) For JUS and HUS hangers: Naffs must be driven at a 30* to 45' angle through the joist or truss Ito the header to achieve the table bads. -A jQ WS3 Wood Screws are 1/4' x 3* long and are Included with HD Q hanger: 5) NAIL& 10d nalls are 0.148" d1a. x 31 long, 16d are 0.1 6r dhL x 3-1/2' long. Now products or updated product furor rotien are designated In blim fonL Corrosion Firdsh UStainfess Steel Mold Coat MHDG EThple Zinc W 114 Continued on nmd page Hangem W Face Mount Hanger Charts i e " ''' ' joist, :-`: •. • . •� -. DSP: ;. -...:: = •= Stock No. = ••.. :: ' ..: ReL too. • _ , 'Gauge - - _ . .. D"urteiisiairs din) _ ,Fastener 5i$ieddle • ., : - • • DE15Pi' ` �.: � . . �) • . "• -- ' - _ '. lief. . . ;;. ,�: Tlax • •Nea : •.foist � W '.. :: H : =� - A~'' thy'' ` �NaO .. :: •' Nod - 10096 Rout.::cede, 11596' .1259G 16096 SUH314 U314 16 2-W16 10-8116 2 1-1/8 _ 18 . 10d 6 10dx1-12 2250;� 2525 Z726 -1135 18 16d 6 10dx1-1/2. 2W 3006 _3010 �• 1135- HD314 HU314 14 2-9/16 11-5116 2-12 1-118 Min 16 t6d 8 10dx11/2 29M 1280 24 12 4435 ?D45. 3x16 HD314� HUC314 14 2-9/16 j 11-5/16 2-12 - Min` 16 16d 8 10dx1-12 C246,5-� 2980' 4435 1, :1280 2045Min Max 12 H0316 H11316 14 2-911613-5116 2-12 1-1/8 18 16d 8 10dx1-1/2�' 3355 15M 2. 12 HD3161F HUC316 14 2-9/16113-5116 2-12 - Min MaxJ 18 26 16d 8 lodx1-1/2 2M .4005 3t25 44M 3355 4435 1560'• 2045 12 HD38-2 '•:'_ HU38-2 _' A " 5-Id -6-1/9 2-U2 :1-1/8 16d. _ . '4. ...' :` tOd`•`: _ = L 1540 2155' 1735 2430 18fi5 26f0 :M .1170 Max 4• 6: H038 2 HU38-2 14 rr1/B 1 6-118 2-12 1 i/8 Mine 10 led 4 1� 1540 TM 1865)• 780 Max 14 6 2155 24M 2610 1a70• (2)3 x 10 HD310 2 HU310-2 14 5-18 8 2-12 1-1/816d 6 1 2155 2430 2610. 117Q 10 30M 3475 3725 1625 x•12::. H03122;',:o-'•:HU312:2 - 14 51/8 ;10• :242 I-11B MMaOX(I Muir 8.::`..-..;• . �: - •:_• • 2465r�41 2980' 1055 12• 36s5' 447p .2340Min (2) 3 x 14 HD312-2 HU31Z-2 I 14 5-1/8 111 10 2-12 1-1/8 Max 16 24 16d ( tOd 2465 3695 4170 2980' 4470•j '100 2340 12 -; JUS26=3`a•A:. LUS26-2 •. 18 4-SM E 44-1/2 t. -2- t1 •(:* -=- :.4 • 16d '4•• :166 • _ "1040 :1185 1220 1355 j ..'S11H26-3•::. •.= - U26-3`.- : 16 • 4-SfB: .5-1/4'. 2 .1 •: t-- � 8 •10d :2 ::- 10d .:-. 1000, 1120 1165 `3ti0' 8 : lid - 2.' 10d -. 1165 j 1165 1165 380 . (3) 2 x6 ,. ; = }iD26� '•' - :. . HU26-3 ' .. .. _14 : , 4 5J8• I .. 4-112 ..2-'{2 1 1/8 Min ; B- 18d . • •4 . • ' ; r10d :'••' 1230' 1390 1490. -M S Max '':12_ 6:.::_c 181W 20M 2235 1170 : - ::: • .: - :.::::..: :.: ,• '• HD26-31F :. � .. ? _• _ ' HUC26-3' ' �': .` 14.. r ( 4-518 .t i 4-V2: ... 2-112 ':: :•L. = Min' - 8': ' ` " : = 16d .: _ ' 4 : �.,.. - '• i 0d .':-, . ,•. ,•... :.: 1230 1390 14gg.. 780 �[ =.'12L .G : 1850 2085 2235 i17D JUS26 3 LUS26-3 18 4-518 4 1/2 2 1 - 4 16d 4 1 16d 1040. 1185 1220 1355 JUS28-3 LLIS28-3 18 4-518 6-3/8 2 1 - 6 16d 4 16d 1325 1510 1645 130 SUH26-3 U26-3 16 14-01 5-1/4 2 1 _ 8 10d 2 10d 1000 1120: 1165 ..380" 8 16d 2 10d 1165 1165 .1165j 380 - HD26-3 HU26-3 14 445 8 `1 ! 4-12 ! 2-12 1-1/8 Min 6 led 4 1od 1230 (1390 1490 ( 780 Max 12 6 1850 1 2085 2235 . 1170 (3) 2 X 8 HD26 31F HUC26-3 14 45/8 412 212 - Min 8 - i6d 4 10d 1230 1390 1490 780 - ' Max 12 6 1850 1 2W 223.5 .-1170'• HD28-3 - 14 4 5/8 6 318 2-12 1 118 Min 1D 16d 4 10d 1540 1735 1865 780- Max 14 6 2155 2430 26101 1170.. H028-31F - 14 4�/8 6 3/8 t� 2-12 - Min 10 16d 4 10d 150 1735 1865 7� � 14 6 2155 2430 2610 1170 JUS28-3.'.': 6•:r L1lS2�3=::• - ':18: -1 4-5� 6-3/8_ ' 2 :'1 :- :'.=.. `:6-, •16C: -4 • :16d, 1325 1510- •1645 1355 LUS2103•:. -'18-• 4-5194.. •3/8: .2 L: ' = 1 8•'' ::16e, .6 t ' .16d 1845 121D5 •2290 1980': . _ SUH210-9• ':U210-3 •: --1i 4 S ,.8-3/8•:::2:_ :,a• ` - 14' .1lid-' 6:• . ' 10d 175D '1965 2120 ' 1135'. 4' J. . '. 6� '' .10d -• 2060 '2335 .2520 -'1135 - F{D2&3 ` ; ' { ' - 14.. 4 5/8 . •Cr3/8• , 2-i2 F 1/9 M"ni: ." .Max" 18 ' led = c',4`' - ;lad 1540 1735 1865{ 780• 6 2155 2430 2610 117D R2x10 .. ,' HD28 31F :;.. " :. 'j _ :. •�^ :• 14'; •.43/8` fr31B . ' 2-1/2 i':. _- Mho' 1D'' :16d s: :•'4:.:, . '' " 90d--.:. 1540 1735 180 '-780 `•6-• 2155 2430 2610 • 1170- - HD210 3 _- ' •' ' HD210-3• : 14- 4 518 '.8-V4', '2412 _ 1�/8 . Nfmt; :`20•• t6d ... :"8: ;�'-`,2155'2430 10d - 2610 1170 ; 10: 3080` •3475 3M• 1950. - 'HD2t0 31F. HUC2ltl-3 14: : 9-5/8 '8=1/4: Z112 :";'� 101V AC 16d ' : 10d ,` ` .' 10� 3475 3725 195D HDG210�IE -)'HUfA210-3 '14'-` :4-518 a - -3 ; 1= =-:r`12 WS3 6 _F- W53 � 5015 5590 •5590 2975' 31,R1,F32 1) Uplift loads taus been increased 60%forwind or seismic loads; no turlher Increase shag be permi0ed. 2)16d sinkers (0.148 dia. x 3-1/4, long) may be used at 0.84 of the fable load where 16d commons are specified. This does not apply to JUS, HUS, MUS slant nap tumgers. 3) WS3 Wood Sam are 1/4' x 3' long and am included with HDG hangers 4) NADS 10d rails are 0.148' dia. x 3' lon 16d nails are 0.162" dia. x 3-12' long. New products or updated product bdormation are designated In blue font. A} Corrosion Finish ■Shdinless Steel MoldCoat IOHDG ETir1pleZlnc ' H ,ram D� 1 Rj Continued an next page 117 Hangers Face Mount Hanger Charts MiTeW • JoictSru .. ' - - : 'Siosk No, ' __- . SaLNo: •-1.� Gain, - • � Dimd�ons{Fn) ' _... -'•' . Fasieiier•5ciiedul�-:: �_ - r.•. .DFl� ' iltllotvabie Loads �Lrn. _- : Re1. = .: ' • Max Head'et:: : 'Jnfst '•: �: _• '�':• , W •••• : H' :• �• •• D ".- :':A .-`NaD :s. Hail 'Boor ;�.Aaof:=•. Upllft� 10096 115X 1259i 160% JUS46 LUS46 18 3-5/8, 5 2 1 - 4 16d 4 16d 1040 '1185 •1220' "•1355r: SUH46 U46 16 3-9/16 4-13/16 2 1-1/8 _ 10 10d 4 10d 1250 1405 1515 (' 755 10 16d 4 10d 1470 1670 1800) .'755 : HUS46. HUS46 14 3-M 5 2 1 - 4 16d 4 16d '1085 '1235' 1300 :1155-j 4x6 HUS461F HUSC46 14 3-SM 5 2 1 - 4 16d 4 16d 1085 1235 13M :1155. ' HD46 HU46 14 3-9/l6 6-1t16 2-1/2 1-118 'on 8 16d 4 10d 1230 1390 1496' " 780: Max 12 6 185D '2085 2235•::1170 HD460 HUM 14 3-9/16 5-1116 2-12 -- Nfm 8 i6d 4 70d 1230 -i390 t 1490 7B0- Max 12 6 .18501 2085 2235 1170 :: ' JU546 =.'�= .:.'LU546• '...-� : 18 ( 3-5M. ' :' 5 ::. 2 _� • .1 _ ' 4 .:.1.6d' i 1040 1 k85' i 2'10 i355 't: ..:.:.,.. JUS48 ? . ; :• . 9_US48 • :.18 , 3-5/8' '' 67/B 2 : '• 1.T . J :==` • •- fi ' :16d ('..4• : 16d-;•- _ 1325 .151II 1645 ( 130 ` --• •::-.... BUH46:..:: •: _.. t :. 11�6" � • �, •.:... . ,16 : :. r • 3-9716 :: 4-13/t6 : _ '.•2... .. 1 1/8; ; ....._ •,;�,' :10 10d :4 -,=:lOd':: i250 ,i405 .1515 755 . . 1ff z 1bd' :: a ;:: a0d :: 1470 1670 1800` 70 •HUS46� :a-` ;11US46':•• t .14. :&5/8 = 5 =. - ;2 ' :^ i '.. =• ' :4 :-16d ' :=4':' ,=-lEd :'. 1H85 .1235 (13W 1155 ' •HUS4t2F"' �61S646 �1c., 3-5/8• _'.5 ': :•2'. _.,i':_ ;?.=-•': ' 4. '_-A6d- :4c4:.:'l6d :_' 1085: 1235 1300 1155 • , HUSe. ='':•' HUS48 :` `- 14 3-518 ; :'T. = 2 • 1 =.( :. 6 ; .16d -.6 •: �• 16d:: =' 1625 1850 1995 1810 4x6-' HUS481F ' HdSCdB '.. :14 O-5/8• .: 7 , 2 1 .. `':-= 6 ; '. 16d 6:. r ._16d-. 1625 1850 1995 1810 '14-. 3-9116..5-1118 :.. _- • •_.• 2-1/2 • • 1-UB' -. NSn ,8 : _ - ;16d :-, : 4 = -tOd • . " : _ ' 12311 1390 14901 780 , Max: 12. 6-- .. 1850' 2085 '2235 1170 H0461F:-`•'.:}"HUC4fi = 14' 3-91161•5-itiB''�2-1/2(-- Min..(.-8 •,.16a A ',1Ud:, }12301t390 1490 780 5, R5, Max 12 S., 1850 2085 ( 2235 1170 . _ HD48. '. :' {{ 1 Ey .. .�IU48 •:•. • _ •. • 14;: • . • '3 9/16 .. = 6-15h6 tt 2-t/2 f . •,.. •1-1/B ,.•.., 1D : 16d •. : •4": :. :'• 1od._ •, .• _ :..,. 1735 1865 .780 F2 x t4 76, 2430 2610 ..1170.1 H0481F =- , .. -HUC4810d• - Max) 10 14 ` 4 ' 'W 1735 1865 780,' . ,' 6• : 2155 243D ' 2610 .1.170 JUS48 ( LUS48 18 ( 3-5/8 6-7/8 2 1 - ' 6 16d 4 16d 1326 -151D .16451 1355 JUS410 UIS410 18 3-5/8 e-7/8 2 1 - 8 16d 6 16d 1845' 2105. 2290 19M SUH410 U410 16 3-9116 8-3/8 2 1-1/8 _ 16 10d 6• 10d 2MG 22455 24M - 1135 16 16d 6 10d t= 2670. 2880 -1135 HUS48 ( HUS48 14 3-SM 7 2 1 - 6 16d 6 ( 16d 1625 ism 1995 .-1810- HUS481F ( HUSC48 14 r 3-SB 7 2 1 6 .16d 6 16d 1625 .1850. 1995 "1810: H1148 HU48 14 3-9/16 6-15/16 2-112 1-i18 Min 10 16d 4 10d .1540 1735 law 780 Max 14 6 2155' 2430 '2610` 1170. 4x10 HD481F HUC48 14 3-9116 6-15116 242 - Min 10 16d 4 10d 1540 '1735 ISM : °780 . Max 14 6 2155 243IL 2510 . 1170 - HUS410 HUS410 14 3-5/8 8-7/8 2 1 - 8 16d 8 16d 2170 2465 •2660 . 2210. HUS4101F HUSC410 14 ( 3-5/8 8-7/8 2 1 - 8- 16d 8 16d 2170 2465: 26M . 2210 - H0410 HU410 14 3 9/16 S 13/16 2-12 1-1/6 Min 14 16d 6 10d 2155 2A30 2610• 1170' � 20 10 �(� � 19 HD4101F HUC410 14 3-9t16 8-13I16 2-12 _ Min 14 116d6 lad.2155 2430 .2fi90 :-1170- Max 20 10 3080 .34Z '-3725 1950 HM101F ( H000410 14 3-9116 9 3 1-12 - 12 WS3 1 6 W53 5015 -1 S591t 1590 2975' 1131, R1, F32 1) Wit: bads have been increased GD% for wind orseismic loads; re further Uveass shall be permitted. 2)16d sinkers (0148 dia x 3-1/4' long) maybe used at MU Df the fable load where 16d commons are spedfied. Thin dam nDt apply to JUS, t91S, MUS starrt trait hangers. 3) W53 Wood Screws are lAr x 3' long and areindeded with HDO hangers. 4) NAD S 10d nails are 0.148' dia. x 3' long, 16d nails are COW d& x 3-12' long. Now paducts or updated product Infmmation are designated In blue imrt. Corrosion Finish NStainless Steel 0Gold Coat WHDG UTdple Zinc 119 �rr MINIMUM GRADE OF LUMBER �, Top Chord 294 SYP J2 SPP P/0 or b4Urr Bou Chord_ 2x3(+) OR 294 SP #2N OR 5PF d1/J2 er b.ktor WOW 2x4 M? #3 or butter (4) -Xm3 MAY SC RIPPED FROM A 2XL "OW OR SQUARE) (04) RiTAOH EACH VALLEY 70 EVERY SUPPORTING TROss• WOHI (2 lad SOX (0.135' It 10 NAILS TOE --NAKED FOR FSD Oi. A90E 2.1 D ,i;H WIND. •._ NFAH HEIOHr. ENOLosm SUILDINO: EAP. 0. REOIDUMN. POND To M-5 PSF. pp M CUT019 AS REQUIRED a-0 �4 aI- oil Max WIX: • W3 6'-0"Max Spacing " W1 n 20'--0" Max SUPPORnNO TRUSSES AT 24" 04- MAXIMUN SPACING, Fort Pierce Dh ' n�f•7nT�yR1't•U'g1�`��r��r+ SF44�t Piiroio((`FLkT°� • COM(P,rt1N1196 (S00) Faxa T72j7ie-00 MA RC VA ET• on Do on ti I UNLEss SPECIFIED ON EmNF.ER'S SEALED DESIGN, APPLY 1X4 R"-BRACE FOR vm�ir naoe0> ',r s Z A E' Do. on AND Evs SW X AMINO EQUALLY SPAC FOR CAL VALLEY"WEDS, GREATER THW V-0.- MAIQMUM. VALLEY VE"VAL. HEIOHr MAY NOT EXCEED W-W- TOP CHORD q O�FFy hAVS2 rNWH.DV VALLEY iSV ��p pN AC ID VMh T TRUSS MSTAW.TION PURUNS AT 24F 00, OR AS URIERYME SPECIFIED ON RiGINEERS, SSW DESIGN OR VA6%�y TRUSSES USED IN IJXU DP PURLIN SPACINO' AS SPCCIFIED ON EHO'NEERS HEALED arsioN.AC�N p g fir{ T (�..) dE�NEATH TA YA1JF�'[Y re NPA9URf.V ALONG ? SLO OK �1TUPFC• 0 TRUSS (44) LARGER 9PAN5 MII� DC <iUILT AS LONG AS 7.qK VERTICAL HEIGHT DOES HOT EXCEED 1Z — BoMg CHORD MAY RE sgUME OR rmGHEO CUT AS SHOWN. CHORD w" WW" OPTIONAL' STUD O•PTIOHAL HIP END VERTICAL JOINT DETAIL '� G r r-j T r—>t > 1 eon . FRAMING TO LL 20 20 PSF TO DL 10' 15 PSF BC DL 10 10 PSF Be L.L. 00 . 00 PSF TOTAL LOAD 40 46 PSF IIN�CIIXI'rWim 7.25 1.25 t,.•k�l End SOUTHERN TRU55 COMPANIES (91 REFER TO OKW ABOVE FOR MAX GABLE VERTICAL LEHaN Vrf c=j r— r—i T r1 Enm9mn 6lacbg h not the rupondbi(dy of tca dwpnlr, o muml■dyw Pr In= Iabdcatur, pmom me miss an mauuond la mk_ FNIOWomd adrko ripfflpp mom bracing th�h b airrT n9ufnd IQ prormt lopppnp and do "Ing daring mo�9o,��oral ppWMAd bnchlp ahbh may, be �quhad b ' l e rce D I V I s l O rl a gh . dpplaoflmla. Sao Sol 5�ma - ahmd 9ommmnlmy a� roaotllmar• IAn■ M NUU 1° tar humbl, Iml09 � bm*g malal plat ocmeol1- good Uinta (lM JI'a-B-So"Fl. 3 g� Tianu on 1a ba imbed and hdmod In falmd ba 11*1 and yyGib pwhWn 72)41 V 41 as Tm --, dlnmib lm Ihm top chord;. MY mhall hm braced 3772)31 a —mot a �ap 71ulpd. TnmVr dm9 ba hondla tribe naconoblc nan during mcoon a t d _ Maximun Total toad 8o PSF SPACING AT 24°_ O.C. MINIMUM GRADE OF LUMBER Top Chord 2x4 MP #2 or better Bolt Chard 294 SW 2 or batter . Webs 2x4 VP 1 or better REFER 10 SEALED DESIGN FOR DASHED PLATES �SPACE pPIGGYBACK VERTICALS AT 4' 00 MA& 19 N DIREO�R.V XTANOfHEP�R. MUST BE StA00ERED 50 THAT ONE SPLICE ATTACH PURIM 0 pT��O�PPggOFFpFIAT 70P CHORD. IF PIGIGUYVACK TNT DE APPLIED BENEATH THE 70P CHORD of suppdATlNo TRuss. REFER 70 ENGINEER'S SEALED DESIGN FOR REQUIRED PURLIN SPACING. 7H15 DETAIL Is APPLICABLE FOR THE FOL. OWING WIND CONDR10NSr LOCATED ANYWHERum E N•Roar 1 Wr. . FROM7COW LOSEb SLDG. PAT R7iP'.o�,, WILD 1a Dlra par' VRINpD DG b4+ Per 1EHD 1gN�0. SOW ADD ANFCN�IM1� �F�E�INF HOOF WING 7a I1L1.6 P9F. yy� WEB BRACING CHART WEB LENGTH REQUIRED BRACING 0' TO 7V NO BRACING 1x4 "f" BRACE. SAME GRADC 5P40E.8 AS WEB 7V TO 10' MEMBER, OR BETTER AND BOX LENGTH OF WEB MEMBER. ATTACH WITH Bd NAILS AT 4" O/C. 2x4 "T" BRACE SAME GRADE, SPECIES AS WEB 10' TO 14' . MEEMMBER,ATTACH WITH I6d NAILSNATT4" o%CEB JOINT TYPE SPANS UP TO 30' 34' 38' 52' A 2x4 2.5x4 .2.50 3x5 0 4x6 5x6 5x6 5x6 C 1.50 1.5x4 1.5x4 1.5x4. D 5x4 5x5 5x5 5x6 *ATTACH PIGGYBACK WITH G"xaxl/2" COX PLYWOOD WITH 4-#5d NAILS IN FACH BC1M FACE5 9 +U- U.C. MAX. SOBT- HERF TRUSS CompArwE w ca r- r->, T r-'e g En lion bradng Is not Iba rooperxb y of Ims dnigney plate manu►aclumr nor Imn'falulcador, puwnr iricht thaw am caatlaned to took protiWomd odrka nmffigg encllon bmdng which it *p ngtrhed to 1117m, toppling Fort Pierce Division and domiift di-*g ucclian; oid permanent bracing wNch may be In pp pp � o opplko4ona Soo 'B<51-111 3tannwry glint lbmmmla y and ncommon- '�Fort PIorcce w F1 Y 71 n! for limidl(ng, lmtaNg & bmckg ntnld plole aottnrAlyd rood lnaw' (1PQ (BOo)232-0500 772f464-4160 Thwa am to be ermlod and fulard In failtamd In a dmlght And pub pwim Faxr(772)3 B-0o16 when no rhA�q b 0"aw to ihr Lop t�tarde, 9t :ltd r braead w rpeclhd an tha Gtw dntgn.7�i ehd lie kandla 111h rramembfe can during wan to NMI 611 -•-- F. Maximun Loading 55psf at 1.33 -Duration Factor 50pef at 1.25 Duration Factor 47psf at 1.15 Duration Factor SPACING AT 24" O.C. SCAB -BRACE -DETAIL I ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous Viral bracing at midpoint (or T Brace) is Impradicai. Scab must cwverfull length of web +1--6". THIS DETAIL IS NOT.APLICABLE WHEN BRACING IS — REQUIREDAT'1/3•POINTS OR I-0RACE IS'SPECIRM.- APPLY 2x SCAB TO ONE= FACE OE WEB VWH 2 ROWS_ OF 10d' (3" X 0.131 ") NAILS SPACED Ii'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 =•12'-0" SCAB BRACE 2x4 MINIMUM WEB -SIZE. MINIMUM WEB GRADE OF #3 Nails / Section Detail ®� Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. T-BRACE / I -BRACE DETA1L Note: T Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 900% of web length. Note: This detail NOT to be used to aM%i ert T Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattem _ Brace Size T-Brace size NailS'¢e . Nail Spacing for One -Ply Truss 1x4 or 1x6 10d 8" o c. 2x4 or 2x6 or W 16d 8" o.m Specified Continuous Rows of Lateral Bracing Note: Nail along entire length-of:T-Brace /•I -Beam- Web Size • 1 2- (On Two-Ply's Nail to Both Plies) .. ' W'or 2x4 U4 (*) T Brace 1 x4 (I 1-Bra 2x6 ix6 T Brace 2x61-Brace 2x8 2x8 T-Brace 2x8 I -Brace alternate position Nails Brace Size for Two -Ply Truss } Specified Continuous } Rows of Lateral Bracing } ; a SPACING Web Size 1 2 �• �� 2)d or 2x4 2x4 T 8race 2x4 I -Brace WEB .. 2x6 2x6'T Brace 2x61-Brace 2x8 2x8 T Brace 2x8 I -Brace k : J1 Nails ahem position Nails Web I -Brace Nails T Brace / I -Brace must be same species and grade (or better) as web member. (7 NOTE If SP webs are used in the truss, Ix4 or US SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP buss lumber grades up to #2 with 1X bracing material, use IND 45fbrT-Brdcaq-Brace For SP truss lumber grades up to #1 with 1)C bracing material, use IND 55 for T-BtaceA Brace 01 Job ruse iruss lype y Plan 2195 2195-A-LN Al COMMON 3 1 I Job Reference (optional) nun: ts.x-ju a uctp wits Pnni: mzAU s ua zi zuiu yi i eK Ineusales, NC. I u6 Mar b Or*4 2U76 Page 1 ID:ig2drWPbSKgOz?ObVx9ugaytstZ-rE8pl2T?aBgXg00AmcozLLYwBMEMbBI?EhOaAOze2Oh 13 0 , 3 11-10 , 8 5611 16-0.0 23-6-5 28-0 6 30-9-0 32-0-01 1-3-0' 2-8-10 4 2 7-6-5 7-6-5 4-E2 2 8 10 1-3-0 4x8 %% 1x4 II 5x6= 1x4 II 48 // 1-3-0 N0-0 &.5-11 16-" 23-65 30-9-0 92-0-0 -0 7-2-11 7-6-5 7-6-5 7-2-11 1-3-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 TCDL 7.0 Lumber DOL 1.25 BC 0.95 SCLL 0.0 Rep Stress Incr YES WB 0.42 BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 12=0-6-0 (min. 0-1-8),16=0-6-0 (min. 0-1-8) Max Horz 16=132(LC 8) Max Uplt tl2=-475(LC 9), 16=475(LC 8) Max Grav12=1184(LC 1). 16=1184(LC 1) oad Defl. = 3/16 in DEFL. in Qoc) I/deft L/d PLATES GRIP Vert(LL)-0.1413-14 >999 240 MT20 244/190 Vert(CT)-0.3213-14 >999 180 Horz(CT) 0.08 12 n/a n/a Weight 152 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-14, 4-14 FORCES. (lb) - Max. CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=393/0, 2-3=-332/60, 3-4=-1894f152, 45=14181543, 5-6=-1403/567, 6-7=1403/567, 7-8=-1418/543, 8-9=18941753, 9-10=332160, 10-11=-393/0 BOT CHORD 1-16=0/332, 15-16=-699/1697, 14-15=-69911697,13-14=-567/1697, 12-13=-567/1697, 11-12=0/332 WEBS 6-14=1651627, 8-14=-566/399, 8-13=0/264, 9-12=-1666/686, 4-14=5661398, 4-15=0/264, 3-16=1666/686 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (j=lb)12=475, 16=475. LOAD CASE(S) Standard \\ P N��F� �1GENg i PE7 �-3 S7TATUJE' OFa `ass GRID ZONAL `LNG \�\\ Job I ruse I KISS I ype Qty Ply Plan2195 2195A-W A1A COMMON 3 1 Job Reference (optional) 50UMSM -I niss , K FMerce, FL, 34951 Kun: a:ZdU s uct z1 Zu1 C YnnC e.GlU s uci Zl ZUItl MI I eK InaUSuies. Ina me Mar 5 U/:5/:= Zulu rage l ID:ig2drWPb5KgOz7ObVx9ugaytstZ-IQBEOUdLSoOSYbMKJJCtY54iIZOKbC8TLA8jgze2Og 1 3 0 , 12 11-10 8 5 11 16.0-0 23.6.5 28 0 6 _ , _ _30-M _ 32-1-0� 1-3-0 2-8 10 4 6 2 7-6-5 7-6.5 4-6 2 2 8 10 1-3 0 4x4 = 5.00 12 Dead Load Defl. = 3/16 in 48 \1 1x4 II 5x8 = 1x4 II 4x8 // 3x4 = 1.3.0 1-D-0 6-5-11 16-D-0 23.6-5 30 &0 32-0-0 1-D-0 7-2-11 7-6-5 7-6.5 7-2-11 1�-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud , PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.23 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.35 12-13 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.45 Horz(CT) 0.10 11 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight 152 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14. 4-14 REACTIONS. (size) 16=0-6-0 (min.0-1-8), 11=Mechanical Max Horz16=132(LC 10) Max Upl'dtl6=-487(LC 8), 11=-453(LC 9) Max Grav16=1228(LC 1),11=1131(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1f0617, 2-3=-339/64, 3-4=-19921780, 4-5=1514/581, 5-6=1498/606, 6-7=1509/597, 7-8=1523/572, 8-9=2221/886, 9-10=2203/823, 10-11=-2221/729 BOT CHORD 1-16=-31342,15-16=724/1785, 14-15=-724/1785, 13-14=709/2051,12-13=-709/2051, 11-12=-667/1988 WEBS 6-14=2061716, 8-14=-8241517, 8-13=0/322, 4-14=-566/398, 4-15=0/266, 3-16=-17541710 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load 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 joints) except Gt=lb)16=487, 11=453. LOAD CASE(S) Standard o o l l N�\� \ - 84 i PE 7 t STATE pF / 0RIDN�'�i (11f10\ 2 Job russ I russ I ype Qry Ply 2195-A-LN A2 HIP 1 I 1 jPIan2195 Job Reference (optional) soumem i toss , r1 Pierce, rc., saasi nunll) 2drWPbSK oz7ObVx9u a t tZ JQiBEOUdLSoOSYbMKJJCtY5BQldfKaeBTLA8' ze2� q 9 q Y� Jq 9 1 3 0 3 1t-10 7-7.8 14 0 0 180.0 24-4-8 28-0.6 30-9.0 1-3 0 2-8-10 3. A 6-0-8 4-0.0 6 48 3 7-14 2 8 10 1 0' Dead Load Defi. = 3/161n 4x4 = 4x4 = 30 = 1x4 II 3x4 = 3x4 = 3x4 = 1x4 II 4x8 // 1-3.0 32-0-0 i 1-0-01 1440 , 18-0-0 24-4-9 , 30-9-0 1-0-0 6-0-3 6.4-8 4-" 0 4-e 8-0.8 Ol3W ' n a n 1-0-0 Plate Offsets 0(Y)— [2.0-0-0 0-1-141 [2:0-5-4 0-1-12] [3:0-4-0 0-1-41 [5:0-2-4 0-2-41 [6:0-2-4 0-2-41 [8:0-4-0 0-1-41,[9:0-0-0,0-1-141.[11:0-5-4,0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loo) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.29 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.45 15-16 >792 180 BCLL 0.0 Rep Stress Incr YES WB 0AB Horz(CT) 0.08 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 155 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 17=0-6-0 (min. 0-1-8), 11=0-6-0 (min. 0-1-8) Max Horz 17=-116(LC 9) Max Uplift17=-457(LC 8), 11=-457(LC 9) Max Gravl 7=1 1 84(LC 1). 1 1=1 184(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-11-8 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=324/28, 2-3=270/71, 311=1899/728, 4-5=15341566, 5-6=1364/563, 6-7=-1534/566, 7-8=1899R29, 8-9=270/70, 9-1O= 324/28 BOT CHORD 1-17=-22/272, 16-17=668/1701,15-16=-668/1701,14-15=349/1364, 13-14=349/1364, 12-13=553/1701,11-12=-553/1701, 10-11=-22/272 WEBS 3-17=-17011666, 4-15=-480/357, 5-15=63/326, 6-13=-63/326, 7-13=4801367, 8-11=1701/656 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 Qt=lb)17=457, 11=457. LOAD CASE(S) Standard i PE 76KI �93 ST.kTE OF N GRID NN, oNAf o ruse Truss Type Ply Pian 2195 2195•A-LN A2A - HIP jQty 1 1 Job Reference (optional) somnem i cuss , rL rieme, rL-. a4yoi —.1— .,.— o — —.. ............. _.._..__ __._ . _�_ . ID:ig2drWPb5KgOz70bVx9ugaytstZ-ncGZRkUF6mwF3hAZul rRQmeJw9yn3y4li?vhFHze20f 1� 0 3 11-10 7-7 8 14 0 0 18 D-0 24 4 8 28-0.6 30 9 0 32-0-0 13-0 2 8 10 3-7-14 6.4-8 4 0 0 6.4-8 3-7-14 2-8-10 1-3-0 Dead Load Deli. = 118 in 4x4 = 4x4 = 3x4 = 1x4 11 3x4 = "`4 — 3x4 = 1x4 II 48 /! 1.3-0 14).0 7.7-8 14-0.0 18.0-0 244-8 30.9A 32-0-0 1-0-0 6-0-8 8-0 8 40-0 6 4 8 8 4 8 1. Plate Offsets MY)-- [2:0-0-0 0-1-14] [2.0-5-4 0-1-12] [3.0-4-0 0-1-4] [5.0-2-4 0-2-41 [6.0-2-4 0-2-41 [8:0-4-0 0-1-41 [9:0-0-0 0-1-141 [11:0-5-4,0-1-12] LOADING(psf) SPACING- 2-0-0 CSI. DEF,L. in poc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.31 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.4712-13 >777 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight-155 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 10=Mechanical,17=0-6-0 (min. 0-1-8) Max Horz 17=-116(LC 9) Max UplIft10=-436(LC 9),17=-469(LC 8) Max Grav10=1131(LC 1), 17=1228(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-8-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=338/35, 2-3=285R4, 3.4=-19871762, 4-5=1632/600, 5.6=1469/696, 6-7=1659/604, 7-8=2281/876, 8-9=21931811, 9-10=22291733 BOT CHORD 1-17= 28/284,16-17=689/1779, 15-16=689/1779,14-15=-377/1469,13-14=-377/1469, 12-13=709/2105,11-12=709/2105, 10-11 =-664/1988 WEBS 3-17=-1776/674, 4-15= 462/349, 5-15=-72/343, 6-13=-88/396, 7-13=786/487, 7-12=01303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf-, BCDL=5.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 joints) except (jt=1b)10=436, 17=469. LOAD CASE(S) Standard ul Job I russ I nlss I ype Qry Ply Plan 2195 2195-A-LN A3 I HIP 1 1 Job Reference (optional) soumem I runs , rL rleroe, rL., s4aai — - ID:Ig2drWPb5KgOz?ObVx9ugaytstZ-ncGZRkUF6mwF3hAZulrFiUr MB9 s32ali? FHze20f 1$ 0 , 3 11-10 6 7-8 12-" 20.0-0 _25-0 8 28 0-6 30 9-0 112 -0-0, 1-3 0 2 8-10 R14 5.4-8 8.0-0 5 4 8 2-7-14 2.8 10 1-3-0 ' 4x8 = 4x5 = Dead Load Deli. = 118 in 3x4 = 1x4 11 34 = 3x4 = 3x8 = 1x4 11 48 // 1-3-0 32-0.0 11-". . i 1240-0 20-0-0 , 254.3 , 30-9-0 31rQ-0 1-0-0 5-0-s 5-4-3 8.0-0 5�-8 5-4-8 W3W ' 1.0.0 Plate Offsets (X Y)- [2.0-0-0 0-1-14] f2.0-5-4 0-1-12] [3.0-4-0 0-1-4] [5.0-5-4 0-2-01 [6.0-2-12 0-2-41 f8:0-4-0 0-1-41 f9:0-0-0 0-1-14) [11,0-5-4,0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC OA9 Vert(LL) -0.12 13-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.29 13-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.08 11 nla n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight: 160 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2'ExcepY T2: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 17=0-" (min. 0-1-8), 11=0-6-0 (min. 0-1-8) Max Harz 17=99(LC 10) Max Upliftl7=-437(LC 8), 1 1=-437(LC 9) Max Grav17=1184(LC 1), 11=1184(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-6-4 oc bracing. WEBS 1 Row at midpt 5-13 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=265/34, 3-4=-1860/683, 4-5=1671/662, 5-6=-1520/652, 6-7=1672/662, 7-8=1880/683, 9-10=-266/34 BOT CHORD 16-17=612/1678,15-16=-612/1678, 14-15=-456/1520,13-14=-456/1520, 12-13=-638/1678,11-12=-538/1678 WEBS 3-17=1715/604, 5-15=-40/345, 6-13=18/346, 8-11=-1715/604 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=22ft; 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) 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 Gt=lb)17=437, 11=437. LOAD CASE(S) Standard 5 Job I Nss m88 I ypeIFly Plan 2195 2195-A-LN MA I HIP 1 1 1 Job Reference (optional) Southern Truss, Ft. Pierce; FL, 34951 Run: 8.230 s Oct 2120118 Print 8.230 a Oct 212018 MTek Industries, Ina Tue Mar 5 07:67:57 2019 Pagel ID:ig2drWPb5KgOz7ObVx9ugaytstZ ncGZRkUF6mwF3hAZul rRQmeLg9zL31 Gli7vhFGze2Of 1-3 0, 3 11-f 0 6 7-8 12-0.0 2aa0 25 4 8 28 9.6 i 30.9-0 , 32-0.0, 1-3 0 2-8-10 2-7-14 5-4-8 8-0-0 5 4 8 0 14 2•B 10 1.3.0 Dead Load Defl. = 3/16 In 3x4 = 4x8 = .__ 4x5 = 1x4 II 3x4 = 3x5 = 3x8 = 1x4 11 4x8 // 1.3-0 1-0-0 6-7-8 12.0-0 28-0-0 254.8 909-0 32-0-0 1-0-0 54-8 5-0-e 8-0-0 54-8 n-a.n Plate Offsets (X Y)— [2.0-0-00-1-14] [2.0-5-4 0-1-121 [3.0-4-0 0-1-4] [5:0-5-4 0-2-01 [6:0-2-12 0-2-0] [8:0-2-0 0-1-4] [9:0-0-0 0-1-141, N 1 :0-5-1 .0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d , PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.14 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.31 13-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-S Weight 160 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 10=Mechanical,17=0-6-0 (min. 0-1-8) Max Harz 17=99(LC 8) Max Uplift10=-416(LC 9),17=-447(LC 8) Max Gravl 0=1 131 (LC 1), 17=1228(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-11-4 oc bracing. WEBS 1 Row at midpt 5-13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=279/38, 3-4=-1968/712, 4-5=1773/696, 5-6=-16731703, 6-7=1858/721, 7-8=2317/839, 8-9=21901809, 9-10=-22401745 BOT CHORD 16-17=-632/1756, 15-16=-63211756, 14-15=-487/1615, 13-14=48711615, 12-13=-693/2143,11-12=693/2143,10-11=-668/1992 WEBS 3-17=1795/630, 5-15=39/343, 6-13=-43/420, 7-13=5411368 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=22ft; 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) 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) except Gt=lb) 1 0=416, 17=447. LOAD CASE(S) Standard M. GE i PE 7 ATE OF GRID 8o1VAf (IG \\\\ Job russ I rusS Type Uty Ply Plan2195 2195d1-LN A4 HIP 1 1 - "'--- Job Reference (optional) Southern Truss, Ft Pierce--EL:,.34951= - - — Run: 8.230 a Oct 212018 Print 8.230 s Oct 212018 MTek Industries, Inc. Tue'Mar 5 07:57:57 2019 Page 1 ID:ig2drWPb5KgOz7ObVx9ugaytstZ-Fpgxf4Vtt326hdlRkMgzzAYPZIToV5RwffEnjze20e 1-3 0 , 3-11-10� 541-6 10-0-0 , 16 0-0 22-0-0 263 10 , 28 0-6 , 30•9-0 132-0.01 1&0 2 810 1.8 1? - 43-10 6.0-0 6-0-0 4 3 10 1-8-12 2 610 1 3-0 4x7 = ix4 II 4x7 = Dead Load Dell. =1/8 iri 3x4 = 3x4 = 5x8 = 3x4 = 48 // 1-3.0 32.041 i 1-0-0 10-0-0 16.0-0 z2.6o i 30.9-0 31rQ-0J .0-0 6-" 6-0-0 6-0-0 3-9-0 6�3b 03-0 1-0-0 Plate Offsets MY)— [2:0-0-0 0-1-14] [2:0-5.4 0-1-121 [3:0-3-0 0-1-41 f5:0-5-4 0-2-0],[7:0-5-4,0-2-01,[9:0-3-0,0-1-41,fl0:0-0-0,0.1-141,[12:0-5-4,0-1-121,[14:0-4-0,0-3-01 LOADING(psf) SPACING- 24)-0 CS1. DEFL. in (loc) Well L/d PLATES Gl;hP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.15 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.29 15-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.08 12 nla nla BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight-160 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 16=0-6-0 (min. 0-1-8),12=0-6-0 (min. 0-1-8) Max Horz 16=-83(LC 9) Max Upliftl6=-423(LC 5),12=-423(LC 4) Max Grav16=1184(LC 1), 12=1 184(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-5-4 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-435/0, 2-3=401/0, 3-4= 18351764, 4-5=1782f731, 5-6=19491893, 6-7=-1949/893, 7-8=1782/731, 8-9=-1835/763, 9-10=401/0, 10-11=-43510 BOT CHORD 1-16=0f379,15-16=611/1633,14-15=54411626,13-14=541/1626, 12-13=-608/1633, 11-12=0/379 WEBS 3-16=-1650/789, 5-15=-6/276, 5-14-2301490, 6-14=-360/303, 7-14=-2301490, 7-13=6/278, 9-12=16501789 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=4.2psf; BCDL=5.Opsf; h=22ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 Qt=ib)16=423, 12=423. LOAD CASE(S) Standard o russ RussType y Plan 2195 2195-A-LN ASG HIP 1 1 Job Reference (optional) Southern Truss, Fl. Pierce, FL., 34951 &10 MT20HS= 1x4 II 5.00 12 4 18 19 6 201 Run: 8.230 a Oct 21 2010 3x4 = 5x10 MT20HS= 22 6 23 24 7 Dead Load Defl. = 5/16 iri 3x4 3x4 zzz 4x9 r- 3 8 4x9 2 9 1 10 5x10 = 17 16 25 26 15 27 14 28 13 29 30 12 11 SAO = 3x8 = 1x4 II 3x4 = 3x9 = 4xl2 MT20HS- 3x5 = 3x4 = 1x4 II 3x8 — 130 32.0-0 ,1-0-0 , 4314 + &0.0 13.4-9 i 18-7-7 24-0-0 27-8-2 30.9-0 31r¢0 1-0-0 3-0-14 3-&2 5-0-9 52-13 5-0-9 3.8-2 3.0-14 3 0 030 1-0-0 Plate Plate Offsets (X 1)-- [1.0-0-3 0-0-2] [1.0-2-2 Edael [4.0-6-0 0-1-12] [7.0-6-0 0-1-121 [10.1-2-2 0-0-2] [10.0-2-2 Edgel I13:0-2-4 0-1-81 [16:0-3-12 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (Ioc) I/deft L/d PLATES GFt1P TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.50 13-15 >756 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.66 13-15 >576 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(CT) 0.18 10 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight 167 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 •Except• T2: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.21-10-15, Right 2x6 SP No.21-10-15 REACTIONS. (size) 1=0-6-0 (min. 0-1-13), 10=0-6-0 (min. 0-1-13) Max Harz 1=66(LC 25) Max Upliftl =-1 122(LC 8), 10=-1123(LC 9) Max Grav1=2204(LC 1),10=2205(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc pudins. BOT CHORD Rigid ceiling directly applied or4-5-10 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4955/2551, 2-3=-4905/2557, 3-4=4841/2617, 4-18=582913188,18-19=-5829/3188, 5-19=-5828/3188, 5-20=-5829/3188, 20-21=-5829/3188, 21-22=5829/3188, 6-22=-5829/3188, 6-23=5832/3192, 23-24=5832/3192, 7-24=583313192, 7-8=-484212617, 8-9=-4906/2559, 9-10=-495612553 BOT CHORD 1-17=-2315/4474,16-17=-2315/4474, 16-25=-2323/4477, 25-26=-2323/4477, 15-26=-2323/4477.,,15-27= 3059/5832,14-27=3059/5832,14-28=-3059/5832, 13-28=3059/5832,13-29=-2321/4478, 29-30=-2321/4478,12-30=2321/4478, 11-1 2=2287/4475, 10-11 =-2287/4475 WEBS 3-16=-284/326, 4-16=-147/562, 4-15=-867/1651, 5-15=-598/577, 6-13=627/580, 7-13=872/1655, 7-12=1471562, 8-12=284/327 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 Qt=lb)1=1122, 10=1123. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s)186 lb down and 262 lb up at 8-0-0, `` 109 lb down and 165 lb up at 10-0-12,109 lb down and 165 lb up at 12-0-12,109 lb down and 165 lb up at 14-0-12, 109 lb down and 1 \�` lb up at 16-0-12, 109 lb down and 165 lb up at 17-11-4, 109 lb down and 165 lb up at 19-11-4, and 109 lb down and 165 lb up at 21-1\'�t �P� • e( /�/ and' 186 lb down and 262 lb up at 24-0-0 on top chord, and 323 lb down and 191 lb up at 8-0-0, 82 lb down at 10-0-12, 82 lb down ate ��-� ' CE 12-0-12, 82 lb down at 14-0-12, 82 lb down at 16-0-12, 82 lb down at 17-11-4, 82 lb down at 19-11-4, and 82 lb down at 21-1 -4:, d i L� NS' 323lb down and 191 lb up at 23-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibili ers i�- 81 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). \ 7 PE 7- LOAD CASE(S) Standard Continued on page 2 i SATE OF I llflll LUMBER - TOP CHORD 2x4 SP No.2 •Except• T2: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.21-10-15, Right 2x6 SP No.21-10-15 REACTIONS. (size) 1=0-6-0 (min. 0-1-13), 10=0-6-0 (min. 0-1-13) Max Harz 1=66(LC 25) Max Upliftl =-1 122(LC 8), 10=-1123(LC 9) Max Grav1=2204(LC 1),10=2205(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc pudins. BOT CHORD Rigid ceiling directly applied or4-5-10 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4955/2551, 2-3=-4905/2557, 3-4=4841/2617, 4-18=582913188,18-19=-5829/3188, 5-19=-5828/3188, 5-20=-5829/3188, 20-21=-5829/3188, 21-22=5829/3188, 6-22=-5829/3188, 6-23=5832/3192, 23-24=5832/3192, 7-24=583313192, 7-8=-484212617, 8-9=-4906/2559, 9-10=-495612553 BOT CHORD 1-17=-2315/4474,16-17=-2315/4474, 16-25=-2323/4477, 25-26=-2323/4477, 15-26=-2323/4477.,,15-27= 3059/5832,14-27=3059/5832,14-28=-3059/5832, 13-28=3059/5832,13-29=-2321/4478, 29-30=-2321/4478,12-30=2321/4478, 11-1 2=2287/4475, 10-11 =-2287/4475 WEBS 3-16=-284/326, 4-16=-147/562, 4-15=-867/1651, 5-15=-598/577, 6-13=627/580, 7-13=872/1655, 7-12=1471562, 8-12=284/327 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 Qt=lb)1=1122, 10=1123. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s)186 lb down and 262 lb up at 8-0-0, `` 109 lb down and 165 lb up at 10-0-12,109 lb down and 165 lb up at 12-0-12,109 lb down and 165 lb up at 14-0-12, 109 lb down and 1 \�` lb up at 16-0-12, 109 lb down and 165 lb up at 17-11-4, 109 lb down and 165 lb up at 19-11-4, and 109 lb down and 165 lb up at 21-1\'�t �P� • e( /�/ and' 186 lb down and 262 lb up at 24-0-0 on top chord, and 323 lb down and 191 lb up at 8-0-0, 82 lb down at 10-0-12, 82 lb down ate ��-� ' CE 12-0-12, 82 lb down at 14-0-12, 82 lb down at 16-0-12, 82 lb down at 17-11-4, 82 lb down at 19-11-4, and 82 lb down at 21-1 -4:, d i L� NS' 323lb down and 191 lb up at 23-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibili ers i�- 81 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). \ 7 PE 7- LOAD CASE(S) Standard Continued on page 2 i SATE OF I llflll Job Truss I rues I ype Ply Plan 2195 2195-A-LN A5G HIP JQW 1 1 I - Job Reference (optional) somnem I WSS , M. Pierce, M.. scHbi MUM ID ig2drWPb5KgOtlObVxgugaytstZJ?OJsQ1M%NAzJ71CX1RivVBjegzfpXv2b9JOa19ze�2od LOAD CASE(S) Standard 1) Dead + Roof Live,(balanced)- Lumber Increase=1.25, Plate Increase=1.25_ Uniform Loads (plf) Vert: 1-4=54, 4-7=54, 7-10=54, 1-10=-20 Concentrated Loads (Ib) _ Vert: 4=-139(F) 7=139(F)14=55(F)16=-323(F)12=-323(F)18=-109(F)19=-109(F) 20=109(F) 21=109(17) 22=-109(F) 23=-109(F) 24=-109(F) 25=-55(F) 26=-55(F) 27=-55(F)28=-55(F) 29=-55(F)30=-55(F) Job Miss Truss Type Uty Ply 2195-A-LN A6 HIP 1 I 1 IPlan2195 - Job Reference (optional) 50UUIeM TIUSS , FL Pierre, FL., 34551 - mun: mxju s moor 7I 2ulo rnnr o."u s uc c i au to — i u —u-2 inc. - r. o ID:ig2drWPbSKgOz?ObVx9ugaytstZ-BBxi4mX7Pglgw9vaz90820GujNzi6&Mz8Lscz=ey20c 1-3-0 311-10 5 8 6 10-0-0 15-10-0 21 8 0 27-6-0 32-a0 1 3-0 2 8 10 4 8 12 43 10 51Q-0 510 0 510-0 4-" 4x4 = 3x4 — 3x4 = 3x4 = 4x4 = Dead Load Deft. = 3116 In 3x4 = 3x8 = 3x4 = 3x4 = 3x8 = 2x6 II 1-3-0 1-0-0 10-" t 18.9-0 27-M 32-0-0 1-0-0 B-9-0 B-9-0 B-9-0 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in poc) I/defl L/d PLATES GIMP TCLL 20.0 Plate Grip DX 1.25 TC 0.41 Vert(LL) 0.17 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BG 0.81 Vert(CT) -0.31 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.08 11 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix S Weight 166 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 16=0-6-0 (min. 0-1-8),11=Mechanical Max Harz 16=163(LC 8) Max Upliftl6=-453(1_C 5), 11=-467(LC 4) Max Gravl6=1227(LC 1), 1 1=1 130(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 1-2=-406/0, 2-3=371/0, 3-0=-1924/822, 4-5=1884l196, 5-6=17301774, 6-7=2021/921, 7-8=2021/921, 8-9=1065/502, 9-10=-11901509,10-11=-1102/476 BOT CHORD 1-16=0/353,15-16=755/1710, 14-15=925/2070,13-14=-925/2070, 12-13=-834/1848 WEBS 3-16=1756/839, 5-15=100/443, 6-15=-513/280, 8-13=28/360, 8-12=-1002/503, 9-12=-2/261,10-12=-472/1174 Structural wood sheathing directly applied or 3-9-0 oc pudins, except and verticals. Rigid ceiling directly applied or 6-0-13 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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) except Qt=lb)16=453, 11=467. LOAD CASE(S) Standard i PE 7 1 �t OF � g Job I ruse Truss I ype Ply Plan 2195 2195-A.LN A7G HIP jQty 1 1 Job Reference (optional) baUtnenl I KISS , M Flerce, M., U4W01 Run: o.[Ju a vu A Gino nine o.auu ti vci c, <u,o mu on i—u-1 ". , - , may ID:ig2drWPb5KgOz?ObVx9ugaytstZ-gOV4H6XmA QhyJUK7svNaco kmLR7litcdtv02ze Ob 4-7-0 8 0 D 13 5 6 18 9-0 24.0-10 29 6 0 32-0.0 4-7-0 3 6.0 5.6-6 5 3 10 6-3-10 5 5 6 2-6 0 5x10 MT20HS= 5.00 12 1x4 11 3x4 = 4x5 = 3x5 = 19 6 20 r 21 22 6 23 7 24 8 Dead Load Defl. = 5116 in 4xl2 = Tz 25 26 a 4x4 1x4 1C 4x9 � 3 2 1 5x10 = 17 27 28 16 29 15 30 14 31 32 13 33 34 i2 35 11 3x8 = 3x4 = 3x9 = 4x10 MT20HS= 3x5 = 4x5 = 4x4 = 2x6 It 1-3-0 ,1-0.0 4-7-0 i 8-0-0 13-5-6 - 18-9-0 24-0.10 29.6-0 3Z-0-0 1-0-0 3-0-0 3 . 6.5-6 6.3-1D 53-10 6-5-e 2-6-0 0-3-0 Plate Offsets (X,Y)- [1:0-0-3,0-0-2], [1:0-2-2,Edgel, [4:0-6-0,0-1-12], [7:0-2-B,Edge], [8:0-2-4,0-1-8], [9:0-8-8,0-1-12], [10:0-2-0.0-1-8], [12:0-1-12,0-1-8], [13:0-1-12,0-1-8], 0.1-81 [16:0-3-8 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) OA8 14-16 >794 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.63 14-16 >604 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WS 0.88 Horz(CT) 0.15 11 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 173 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD T2,T3: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 BOT. CHORD WEBS 2x4 SP No.3 *Except* WEBS W4: 2x4 SP No.2 SLIDER Left 2x6 SP No.2 2-0-8 REACTIONS. (size) ll=Mechanical,1=0-6-0 (min. 0-1-13) Max Harz 1=147(LC 25) Max Upliftll=-1140(LC 4), 1=1092(LC 8) Max Gravl1=2335(LC 1), 1=2188(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4914/2554, 2-3=4861/2560, 3-4=-4803/2551, 4-18=5780/3122,18-19=-5779/3122, 5-19=-5779/3122, 5-20=-5779/3123, 20-21=5779/3123, 21-22=-577913123, 6-22=-5779/3123, 6-23=5718/3062, 7-23=-5718/3062, 7-24=-5718/3062, B-24=-5718/3062, 8-25=-4400/2351, 25-26=4401/2351, 9-26=-4401/2352, 9-1 0=1 8321912, 10-11=2320/1143 BOT CHORD 1-17-238014436,17-27=-235614443, 27-28=-2358/4443,16-28=-235614443, 16-29=-3023/5718, 15-29=3023/5718, 15-30=-3023/5718,14-30=3023/5718, 14-31=2313/4401, 31-32=2313/4401, 13-32= 2313/4401, 13-33=-793/1621, 33-34=-19311621, 12-34=-793/1621 WEBS 3-17=-204/335, 4-17=-131/595, 4-16=-858/1627, 5-16=619/598, 6-14=-592/563, B-14=-842/1569, 8-13=147311060, 9-13=-1787/3278, 9-12=-1361/883,10-12=-1140/2301 Structural wood sheathing directly applied or 2-2-14 oc pudins, except end verticals. Rigid ceiling directly applied or 4-6-0 oc bracing. 1 Row at midpt 9-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=22fi; 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 (jt=ib)11=114J�\ \ / LPN • B�/�// 1=1092. \N`��` 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) lb down and 262 lb up a 8$f1, 109 lb down and 165 lb up at 10-0-12, 109 lb down and 165 lb up at 12-0-12,109 lb down and 165 lb up at 14-0-12, log lb d 1 lb up at 16-0-12, 109 lb down and 165 lb up at 18-0-12, 109 lb down and 165 lb up at 20-0-12, 109 lb down and 165 lb up at lb down and 165 lb up at 24-0-12, and 109 lb down and 165 lb up at 26-0-12, and 109 lb down and 165 lb up at 28-0-12 on 8-0-0, lb 14-0-12, 82 lb down 16-0- 12, PE 7 r d 8.. I 323 lb down and 191 lb up at 82 lb down at 10-0-12, 82 lb down at 12-0-12, 82 down at at down at 18-0-12, 82 lb down at 20-0-12, 82 lb down at 22-0-12, 82 lb down at 24-0-12, 82 lb down at 26-0-12, and 82 lb down-Z Cor&-G-614,fl%6@ 21b down at 30-0-12 on bottorh chord. The design/selection of such connection device(s) is the responsibility of'r 5,4 STATE OF S`ORIDP- ///',o1VAf { I5�G \\\\ Job Truss rues Type Ury Fly Plan 2195 2185-A-LN A7G HIP 1 1 Jab Reference (optional) Southern Truss, FL Pierce, FL, 34951.. Run: 8230 s Oct 212018 Print 8.230 s Oct 212018 MTek Industries, Inc, Tus Mar 5 07:58:00 2019 Pave 2 ID:ig2drWPb5KgOz?ObVx9ugaytstZ-gOV4H6XmA QhYJUK7svNaco kmLR?litcdtvO2ze20b NOTES- 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber.increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-9=-54, 9-1 0=-54, 1 -11 =-20 Concentrated Loads (lb) Vert: 4=139(121)15-55(B)17=-323(B) 8=-109(B)13=-55(B)18=-109(B)19=-109(B) 20=-109(8) 21=109(S) 22=-109(B) 23=-109(8) 24=-109(B) 25=-109(8) 26=109(B) 27=-55(B) 28=-55(B) 29=-55(B) 30=-55(B) 31=-55(B) 32=-55(B) 33=-55(B) 34=-55(B) 35=75(B) orusS Truss ype y Plan 2195 2195 A-LN Is,iG HIP 1 2 Job Reference (optional) -mmem,nus. rc r,er ,M.,. —I ..._ .__...-' --•---•----- ID:ig2drWPb5KgOz70bVx9ugaytstZ-gOV4H6Xrn OhYdUIC&iii, o0urrim tcdtv02ze2Ob 5-3-0 9 3 1 13-4-15 1_7 8 22 0 5-3-0 4.0-1 41-13 4-0-1 5-3-0 5x8 MT20HS: 5.00 Fi2 3x4 = 1x4 It 6x8 MT20HS= Dead Load Defl. = 1/4 In ,4 10 -10 .1 „ ,v 6x12 = 6x12 MT20HS= 2x6 I I 7x12 MT20HS WB= 6x14 = 2x4 I I 4x10 = 6x9 = 1-0-0 5-3-0 9-3 1 134-15 17-5 0 21-8-0 22.8-0a e e a s dn_4 ' 4 3-n 14 Plate Offsets ()( Y) 11.0 1 2 0-4-4] [1.0 1-0 0-0-151 [6.0-5-0 0-2-4] f8.0-1-2 0-4-41 [8.1-4-2 0-3-111 [10.0-2-8 0-4-41 [12:0-4-8 0-4-81 [13:044 0-1-01 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (foe) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.36 10-12 >746 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.53 10-12 >506 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 263 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 31 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* W4: 2x4 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0, Right 2x6 SP No.2 2-6-0 REACTIONS. (size) 1=0-6-0 (min. 0-2-6), 8=0-6-0 (min. 0-1-11) Max Horz1=21(LC 10) Max Upliiftl=-2396(LC 5), 8=1812(LC 4) Max Gravl=5678(LC 1), 8=4124(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins. BOT CHORD Rigid ceiling directly applied or B-4-1 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14-12806/5424, 2-3=-1276815431, 3-4=1666216734, 4-5=1550216845, 5-6=-15502/6845, 6-7=1032514586, 7-8=10354/4583 BOT CHORD 1-14=-4979/11773,14-15=-4979/11773, 13-15=-4979/11773,13-16=-4907/11594, 16-17=-4907/11594,12-17=-4907/11594,11-12=-6693/15662, 11-18=-6693/15662, 10-18=-6693/15662, 10-19=-4170/9453, 9-19=-4170/9453, 8-9=4190/9497 WEBS 3-13=1066/2642, 3-12=2027/4648, 6-10=2986/6895, 6-9=295/657 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 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 (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=22ft; Cat. II; Exp C; Encl., GCpl=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 at joint(s) except Qt=lb)1=2396,E\�P� M e4 8=1812. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1111 lb down and 473 lb up at�R 4�1C�N5+ �� 1111 lb down and 473 Ib up at 4-7-4, 1111 lbdown and 4731b up at 6-7-4,1111 Ib down and 4561b up at 8-7-4,1111 lbdo36 1/- up at 10-7-4, and 1110 lb down and 487 lb up at 12-7-4, and 2315 Ib down and l l60 Ib up at 14-7-4 on bottom chord. The ! PE 7 l design/selection of such connection device(s) is the responsibility of others. AA _ LOAD CASE(S) Standard - -d Continued on page 2 i A7F OF 4n ORID ///!DIVA` i�NG`N Job I russ Truss I ype y Plan 2195 2195 PrLN ING HIP 1 2 Job Reference (optional) ,Uculnem I IUSS , M. I farce, 1-L., 34951 KUn: 8.23U a Oct-ZI ZU18 Pnnt: 8.ZZU S Uct Z1 ZUltd MI IeK IncumeS, Inc. 1 ue Mar 5 U7:b8:U1 ZU78 Page z ID:ig2drWPb5KgOz?ObVxgugaytstZ-6a3SVSYWYXAT3WgaQc7pLBeAiLkBp1 rHdSwUze2Oa — LOAD CASE(S) Standard - —_--- )-Dead + Roof Live. (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) ` Vert: 1-3=-27, 3-6=_-_27,_6.8=-27, 1-8=-10 �- -- Concentrated Loads (Ib) -- — Vert: 11=-1111(B)14=1111(B)15=1111(B)16=1111(B)17=1111(B)18=-1110(B)19=-2315(B) o ;' "" `" I Nss NssType 2195 2195-A-W B2G HIP 1 ��Plabn Reference o tional Scuthem l}uss, Ft. Pierce, FL, 34951—_ _. _ Run: 8.230 a Oct 21 2018 PdnL• 8230 s Od21 2015 MTekinduswes, Inc. Tuo Mar 5 07:58:01 2018 Page 1 ID:ig2drWPb5KgOz?ObVx9ugaytstZ-8a3SVSYOwFMT3WgaQc7pL7LAeHkljlrHdS .e2Oa 8-11-4 13-8-12 18-8-0 22 8 4.0-0 4-11-4 4-9-8 4-11-4 ' A00 Dead Load Defl. =1/8 in 4x7 5.00 12 3x4 = 4x7 = 3X911 is zu ci a 'dc Ao 4y 3X911 1x4 11 3x4 = 4X4 = 3x8 = 1x4 11 22.8-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stresslncr NO Code FBC2017frP12014 CSI. TC 0.85 BC 0.87 WB 0.44 Matrix S DEFL. In Vert(LL) 0.30 Vert(CT) -0.34 Hort(CT) 0.06 Qoc) Udell Ud 8-10 >885 240 8-10 >776 180 6 n/a n/a PLATES GRIP MT20 2441190 Weight 103 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-10 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (size) 1=0-6-0 (min. 0-1-8), 6=0-6-0 (min. 0-1-81 Max Horz1=34(LC 11) Max Uplift1=500(LC 5), 6=500(1-10 4) Max Gravl=810(LC 1), 6=810(LC 1) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1700/1129, 2-12=2597/1747, 12-13=2597/1747, 3-13=2697/1747, 3-14=259611746, 14-15=-2596/1746, 15-16=-2596/1746, 4-16=-259611746, 4-17=-2596/1746,17-18=-2596/1746, 5-18=-2596/1746, 5.6=-1700/1129 BOT CHORD 1-11=99211520,11-19=991/1527, 19-20=991/1527,10-20=-991/1527, 10-21=1681/2597, 9-21=-1681/2597, 9-22=1681/2597, 22-23=1681/2597, 8-23=-1681/2597, 8-24=990/1527, 24-25=990/1527, 7-25=990/1527, 6-7=-991/1521 WEBS 2-10=731/1164, 3-10=266/291, 4-8=-282/291, 5-8=729/1163 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=22ft; Cat. II; Exp C; Encl., GCp'r-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 Qt=lb)1=500, 6=500. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 141 lb up at 4-0-0, 29 lb down and 65 lb up at 6-0-12, 29 lb down and 65 lb up at 8-0-12, 29 lb down and 65,lb up at 10-0-12, 29 lb down and 65 lb up at 11-4-0, 29 lb down and 65 lb up at 12-74, 29 lb down and 65 lb up at 14-7-4, and 29 lb down and 65 lb up at 16-7-4, and 69 lb down and 141 lb up at 18-8-0 on top chord, and 49 lb down and 67 lb up at 4-0-0, 10 lb down and 0 lb up at 6-0-12,10 lb down and 0 lb up at 8-0-12, 10 lb down and 0 lb up at 10-0-12,10 lb down and 0 lb up at 11-4-0, 10 lb down and 0 lb up at 12-74, 10 lb down and 0 lb up at 14-7-4, and 10 lb down and 0 lb up at 16-7-4, and 49 lb down and 67 lb up at 18-7-4 on bottom chord. The design/selection of such connection \ / device(s) is the responsibility of others. `\�\ ' BL�//�j 7) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �N LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase--1.25 Uniform Loads (plf) Vert 1-2=-54, 2-5=54, 5-6=54, 1-6=-20 Continued on page 2 i PE7 II 1ATES�OF //l//� 0NAL F-Vo \\N Job russ I.- ` rus3 type y Plan 2195 219SA-W B2G ]HIP 1 -.=,. ,2_`_ Jab Reference (optional) -Bouthem•Truss , FL Pierce, FL., 34951; :.� LOAD-CASE(S). Standard --- Concentrated Loads (Ib) Run: 8.230 a Oct 21 2018 Print 8.230 a Oct 212018 MTek Industries, Inc. Tue Mar 5 07:58,01 2019 Page 2 ID:ig2drWPb5KgOz?ObVx9ugaytstZ-8a3SVSYOwffMT3WgaCtc7pL7LAeHkljl rHdSwUze20a �,k i PE 7 — t �� I s r ATE OF ORID /1111 l Job russ nrsS ype Uty Ply Plan 2195 2195•A-LN CA JACK 4 1 - Job Reference (optional) Soumem Inks, K Pierce, I-L., GAHM--• • +• ,Icon: u.Z"3u s..uc['L7 zults t nnC a z.5u s ucE 2l tuia ml leK inausules. lnv. I uu mar o vGOC.VG NI.Y rage -, ID:ig2drWPb5KgOz7ObVx9ugaytstZ-cmdginZOhbgOoceiEHxrgl uQEa5DTr8A4xM7Swze20Z 1484 5-6-6 _ _ . _.... 1-8-7 ... , .. _., 3-9-15 sxo LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) 0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Weight:17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-8 (min. 0-1-8) Max Horz5=88(LC 4) Max Uplift3=-87(LC 4), 4=-40(LC 17), 5=-179(LC 4) Max Grav3=73(LC 1), 4=41(LC 27), 5=230(LC 31) FORCES. pb) - Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. WEBS 2-5=265/160 NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Ops , h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2)_This truss has been designed for a 10.0 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 at joint(s) 3,4 except Qt=lb) 5=179. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 lb down and 47 lb up at 2-11-0, and 31 lb down and 47 lb up at 2-11-0 on top chord, and 38 lb down and 133 lb up at 2-11-0, and 38 lb down and 133 lb up at 2-11-0 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 (pif) Vert:1-3=54, 1-4=20 Concentrated Loads (lb) Vert: 7=131(F=66,B=66) Job I russ ntsS Type Plan 2195 2195•A LN CJ6 JACK JQW IPly 1 1 Job Reference (optional) soutnem Tntss , 1-t. Pierce, rL., U4u17 n e o-v S c a. -.w • - ID:ig2drWPbSKgOz?ObVx9ugaytstZ-cmdginZOhbgOoceiEHxrg1 uO4a37TgtA4xM?Swze20Z 1-914 5-8-2 8-4-5 1-9-14 3-10-4 248-4 2x6 11 LOADING (PSI) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.07 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.08 6-7 >937 180 BCLL 0.0 Rep Stress lncr NO WB 0.06 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 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. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 7=0-11-5 (min. 0-1-8) Max Horz7=133(LC 4) Max Uplift4=65(LC 20). 5=91(LC 4), 7=-234(LC 4) Max Grav4=82(LC 17), 5=122(LC 1), 7=306(LC 31) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=314/177 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=22ft; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 at joint(s) 4, 5 except Qt=lb) 7=234. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 lb down and 47 lb up at 2-1 t-0, 31 lb down and 47 lb up at 2-11-0, and 30 lb down and 60 lb up at 5-8-15, and 30 lb down and 60 lb up at 5-8-15 on top chord, and 38 lb down and 133 lb up at 2-11-0, 38 lb down and 133 lb up at 2-11-0, and 6 lb down and 1 lb up at 5-8-15, and 6 lb down and 1 lb up at 5-8-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-4=54, 1-5=-20 Concentrated Loads (lb) Vert: 9=131(F=66, B=66) 1` Job I ruse Truss TYPS Ply Plan 2195 2195-A-W CJB JACK JQV I 3 1 Job Reference (optional) -- — Southern Truss. Ft. Pierce, FL., 34951 Run: 8.230 s 'Oct 21 2we Prfnt: 8.230 a Oct 21 Zulu Mf reK InCustnee, ino, t ue Mar b U/ses:uz zula rage l ID:Ig2drWPb5KgOz?ObVx9ugaytstZ-cmdginZOhbgOoceiEHxrg1 uMOa1vTp1A4xM?Swze20Z 1 8-7 7-3-9 11.24 1 8 7 5-7-2 3-10.11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.07 6-7 >999 180 BCLL 0.0 Rep Stress incr NO WB 0.18 Horz(CT) -0.04 4 n/a n/a BCDL 10.0 Code FBC2017/ rP12014 Matrix-S Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 8=0-8-8 (min. 0-1-8) Max Horz8=178(LC 4) Max Uplift4=93(LC 4), 5=-175(LC 4), 8=-300(LC 4) Max Grav4=106(LC 1), 5=296(LC 1), 8=401(LC 1) FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-405/222,.2-9=-485/272, 9-10=-466/267, 3-10=-423/257 BOT CHORD 1-8=218/416, 8-12=-341/416, 12-13=341/416, 7-13=341/416, 7-14=-341/416, 6-14=-341/416 WEBS 2-8=-394/237, 3-6=-487/399 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=5.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 at joint(s) 4 except Qt=lb) 5=175, 8=300. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 lb down and 47 lb up at 2-11-0, 31 lb down and 47 lb up at 2-11-0, 30 lb down and 60 lb up at 5-8-15, 30 lb down and 60 lb up at 5-8-15, and 63 lb down and 118 lb up at 8-6-14, and 63 lb down and 118lb up at 8-6-14 on top chord, and 38 lb down and 133 lb up at 2-11-0, 38 lb down and 133 lb up at 2-11-0. 6 lb down and 1 lb up at 5-8-15, 6 lb down and 1 lb up at 5-8-15, and 27 lb down at 8-6-14, and 27 lb down at 8-6-14 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 (pif) Vert: 1-4=54, 15=20 Concentrated Loads (Ib) Vert: 11=71(F=-36, 6=36)12=131(F=66, B=66)14=-42(F=21, B=21) Job TrUSS Truss Type Uty Ply Plan 2195 2195-A•LN CJ36 JACK 2 1 Job Reference (optional) Soutnem I rues , t-r. F'Ierce, ram, aaasi Kun: e.zau s uct li 1Ui a NMC n.zju a uct Ci LU1 U Ivs 1 eK InUUSII18S, ,n I ue Hoar o ut:ws:us evt a ra e i ID:ig2drWPb5KgOz?ObVx9ugaytstZ-4zBCw7aeSvpFPmCvo?T4CEQZX_LKC17KJb6Z?Nze OY 4-9-14 4-9-14 1-" 10-5-11 1 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TELL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.04 3-4 >928 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) 0.06 3-4 >595 180 BCLL 0.0 Rep Stress lncr NO WB 0.00 Horz(CT) -0.07 2 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix P Weight 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=Mechanical, 3=Mechanical, 4=0-11-5 (min. 0-1-8) Max Horz4=77(LC 4) Max Uplift2=-119(LC 4), 3=-161(LC 17), 4-171(LC 4) Max Grav2=129(LC 1), 3=82(LC 20), 4=223(LC 31) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 21 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 at joint(s) except (jt=lb) 2=119, 3=161, 4=171. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 lb down and 47 lb up at 2-11-0, and 31 lb down and 47 lb up at 2-11-0 on top chord, and 38 lb down and 133 lb up at 2-11-0, and 38 lb down and 133 lb up at 2-11-0 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 1-2=-54, 1-3=-20 Concentrated Loads (ib) Vert: 6=131(F=66, B=66) N_10ENS PE 7s%j n i 3 ATE OF t �i,/ fc�`S,s/ODRID` ;, ' \N o russ russ ype y 2195 2195•A LN D1 _ COMMON 3 1 1131an - � - Job Reference (optional) b"aumem 1 russ , tL Memo, hL, MWO-1 ' — KUM a.73U s UC[ Zl Zula Fnnr a.Z3U s VC[ Zl ZU1a MI eKinausules, Inc. 1 ue mar a ul:aaxi Zula rage l ID:ig2drWPb5KgOz?ObVx9ugaytstZ-4zBCw7aeSvpFPmCvo?T4CEQZd_PuCHVKJb62?Nze20Y 6-0-0 12-M 6-0-0 6-0.0 - 4x4 = 3x9 Il 3x9 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.03 1-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.06 1-4 >999 180 BCLL 0.0 Rep Stressincr YES WB 0.10 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 46 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purilns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left, 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (size) 1=048-0 (min. 0-1-8), 3=0-8-0 (min. 0-1-8) Max Horz1=50(1-C 9) Max Uplift1=166(LC 8), 3=-166(LC 9) Max Grav1=419(LC 1), 3=419(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - Ail forces 250 (1b) or less except when shown. TOP CHORD 1-2=656/224, 2-3=656/224 BOT CHORD 1-4=-156/547, 3-4=456/547 WEBS 2-4=0/274 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpi=0:18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load 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) except at=lb)1=166, 3=166. LOAD CASE(S) Standard \Nti�¢�p` \� '(29 �10EN,SF '� trL�i i PE 1 -a s ATlEJ OF � 00, ORIDIl�,��. ONAL F-NG\\\111110 �� Job I Fuss I cuss I ype Ury Ply Plan 2195 2195-A-LN D2G HIP 1 1 Job Reference (optional) soutnem 1 fu8a , M Fierce, FL., L4U01 oy ID:ig2drWPb5KgOz?ObVx9ugaytstZ Y9Ia7ThGDDx61wn5Mi_JISzk?OmZxIaTXFr6Xpze2OX 4-0-0 8-0-0 -- 12-0-0 4-0-0 4-0-0 4.0-0 4x4 = 44 = 3x9 II 3x9 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ice) Udefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.44 Vert(LL) -0.03 1-6 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight: 46 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purilns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-11-14 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 4=0-8-0 (min. 0-1-8) Max Horz 1=34(LC 10) Max Upliftl=-268(LC 8), 4=-268(LC 9) Max GravI=397(LC 1), 4=397(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 687/508, 2-7=-600/489, 3-7=-600/489, 3-4=687/507 BOT CHORD 1-6=-429/596, 6-8=-427/600, 5-B=-427/600, 4-5=-427/596 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=22ft; Cat,11; Exp C; Encl., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent 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) 1=268, 4=268. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 141 lb up at 4-0-0, and 29 lb down and 65 lb up at 6-0-12, and 69 lb down and 141 lb up at B-0-0 on top chord, and 49 lb down and 67 lb up at 4-0-0, and 10 lb down and 0 lb up at 6-0-12, and 49 lb down and 67 lb up at 7-11-4 an bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2=54, 273=-54, 3-4=54, 1-4— 20 Concentrated Loads (lb) Vert: 6=32(B) 5=32(B) M 6 L PE 7 1 t 4Z' TE OF � /NN j��' 9IV I Job- I russ Truss Type ply Plan 2195 2195-A-W JEI MONO TRUSS 1 1 Job Reference o tional 1.. T..n Pll G !17•9G•fld �fl10 Onne 'I G:.w`A."""'-..•7OYU18RI�IfY65 f rT.. rI6fG9. rL. JYy.71 2x8 11 ID:ig2drWPb5KgOz?ObVx9ugaytstz Yq,i 7M(jDDx61wn5Mi JlSzjmOoyxiNTXFr6Xpze OX 6-6-8 6-6-8 3x4 II 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip'DOL 1.25 TC 0.45 Vert(LL) -0.05 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.11 3-4 >656 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-R Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Excepr BOT CHORD W1: 2x6 SP No.2 REACTIONS. (size) 4=0-8-0 (min. 0-1-8), 3=Mechanical Max Horz4=138(LC 8) Max Uplift4=-67(LC 8), 3-149(LC 8) Max Grav4=228(LC 1). 3=228(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1)Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=22ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at --lb) 3=149. LOAD CASE(S) Standard i PE 7 — x t A- I ST,g7F OF 01 ��ORID �� 7-z 1 1 oTruss I russ I ype Uty Fly Plan 2195 219SA-LN E2G MONO HIP 1 1 Job Reference (optional) - - •• •SoullYem;Truss ; FL:Fierw, FL., 34951 _ Run: 8.230 s Oct 212018 Print 8.230 s Oct 21 2018 MTek Industries, Inc. Tue Mar 5 07:58:04 2019 Page 1 ID:ig2drWPb5KgOz7ObVx9ugaytstZ-Y9la7TbGDDx61wn5Mi JlSzkc0m---.XFr6Xpze20X , 6-0-0 , 7-6-8 , -- _. 6-0-0. 4x4 = Dead Load Defl.=1/161n LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC OAO BC 0.47 WB 0.09 Matrix S DEFL. in Vert(LL) -0.07 Vert(CT) -0.12 Horz(CT) -0.00 (loc) Vdefl L/d 4-5 >999 240 4-5 >596 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4=0-8-0 (min. 0-1-8), 5=0-8-0 (min. 0-1-8) Max Horz5=136(LC 21) Max Uplift4=-251(LC 8), 5=-170(LC 8) Max Grav4=358(LC 1), 5=377(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 24=262/312 NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=5.Opsf, h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except Gt=1b) 4=251, 5=170. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97 lb down and 179 lb up at 6-0-0 on top chord, and 124 lb down and 111 lb up at 6-0-0 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 hunt (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-2=54, 2-3=54, 1-4=20 Concentrated Loads (lb) Vert: 2=-64(B) 6=-124(B) i i APE7 �t s Alm OF � ff �` �i3O�t<`S,S ORID'si�� p/� NAI I5z� Job I russ lype y Fly Plan 2195 2195•A-LN FGA Y jTnJSS SPECIAL =_ _ _ ___ 1 _ ........... L ..-_� Job Reference (optional) .. ...... _ ..�.......... ...'_� ._...._.�__ ,__ r..- n.-- a m.en•nc one o o�..e � Aoulnem I russ, rL rler ;rL., o9-, L. . w�.....w.........- ...-_-.._-.-.--._..... _ ID:ig2drWPb5KgOz?ObVx9ugaytstZ-OLJzKpbu W3zf4MHidWHfWsWn3fg3xdmvbf3Fze OW 2-9 6 5.3-4 7-9-2 10-3-0 12-&14 15 2-12 17-1141 2D 6 0 2-9 6 2-5 14 .� 2-5-'L4__ 2 5 14 2-5 14 2-Si4 2-5 14 2x4 11 3x7 = 1x4 it 3x4 = 3 90 d Dead Load Dell. = 7/161ri 3x4 = ix4 11 3x5 = W 11 3x7 = 2x4 11 7n 91 6 99 p 7 23 6 24 9 26 26 10 3x5 = Ulu = 4x10 MT20HS= 30 = 3X1U 3x5 = , 5.3-4 , 10-3-0 15-2-12 20-6-0 5-3-4 4 11-12 4-11-12 5-3-4_ Plate Offsets [X Y)_- [2.0-3-0 0-1-8] [9.0-3-0 0-1-8] [12.0-2-12 0-1-81 [15:0-3-12 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in poc) Vdefl Ud PLATES GMP TCLL 40.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.31 13 >787 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.68 13 >357 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(CT) 0.09 11 n/a n/a BCDL 5.0 Code FBC2017/rP12014 Matrix-S Weight: 192 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 16=0-7-0 (min.0-1-8). 11=0-7-0 (min.0-1-8) Max Upli tl6=65(LC 6),11=89(LC 6) Max Grav16=2232(LC 1), 11=2244(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-16=384/162, 2-3=7755/0, 3-19=7755/0, 4-19=7755/0, 4-20=10314/0, 20-21=10314/0, 5-21 =1 0314/0, 522=-10314/0, 6-22=10314/0, 6-7=1031410, 7-23=7749/0, 8-23=7749/0, 8-24=7749/0, 9-24=7749/0,10-11=3941185 BOT CHORD 16-27=0/4751, 27-28=0/4751,1528=0/4751,15-29=0/9742, 14-29=019742,14-30=0/9742, 30-3 1 =0/9742, 13-31 =0/9742, 13-32=0/9734, 32-33=0/9734, 12-33=0/9734, 12-34=0/4756, 34-35=0/4756,11-35=0/4756 WEBS 2-16=-4941/0, 2-15=0/3256, 3-15=-458/0, 4-15=2197/0, 4-13=0/667, 5-13=-421/0, 7-13=0/677, 7-12=2196/0, 8-12=455/0, 9-12=0/3245, 9-11=-4946/0 Structural wood sheathing directly applied or 3-4-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 cc. 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) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsf; h=22ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)16, 11. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s)172 lb down and 178 lb up at 0-1-12, 120 lb down and 49 lb up at 1-0-0, 29 lb down and 31 lb up at 1-0-0, 66lb down and 95 lb up at 2-5-0, 164 lb down and 89 lb up at 3-0-0, 20 lb down and 26 lb up at 3-0-13, 164 lb down and 89 lb up at 5-0-0, 20 lb down and 26 lb up at 5-0-13,164 lb down and 89 Ib up at \ 7-0-0, 20 lb down and 26 lb up at 7-0-13, 164lb down and 89 lb up at 9-0-0, 20 lb down and 26 lb up at 9-0-13, 20 lb down and 26lb�11bd and �t'\�__ • 84��/// at5-3,20 lb down and 26 lb 13-6-B 20 lb down and 26pb up atat 515-5-3, 64 lb down and 89 lb up at 15.6-8 20 lb down and 26pb up at at 17-5-3164 lb down -,d 89' i- VICENS lb up at 17-6-8, 66 lb down and 95 lb up at 18-1-0, 120 lb down and 53 lb up at 19-6-8, and 29 lb down and 35 lb up at 19- 17 down and 196 ib up at 20-4-4 on top chord, and 73 lb down and 175 lb up at 2-5-0, 7 lb down and 0 lb up at 3-0-13, 7 lb dowajMff1016 p PE 7 at 5-0-13, 7 lb down and 0 lb up at 7-0-13, 7 lb down and 0 lb up at 9-0-13, 7 lb down and 0 lb up at 9-5-3. 7 lb down and t 11-5-3. 7 lb down and 0 lb up at 13-5-3, 7 lb down and 0 lb up at 15-5-3, and 7 lb down and 0 lb up at 17-5-3, and 73 lb down Md 1 .. 1 up at 18-1-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. t -- %A6u ASq (°SjUndard S qTE OF 1 GRID l s'�� ONA ` ENS,`\\\�� Job I russ Truss Type Qry Fly Plan 2195 2195-4-W FGA SPECIAL 1 2. Job Reference o tionat sotnnem imss, rr tierce, rL, s4n - V 4 !D ig2drWPb5KgOz?ObVx9ugaytstZ UY1LY9cWIgBgGExUT70ngt21GBRUP1NBmTZKDb2e�LOV LOAD CASES) Standard -- 1) bead + Roof LN6,(balancedl Lumber Inarease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-10=-180; 11-16=-10 Concentrated Loads (lb) Vert: 1=7010=78 2=-58 3=-58 9=-5817=7419=-58 20=58-22=-58 23=58 24=-58 26=-76 27=66(F) 35=66(F) i PE 7 1 i A o. STATE OF GRID l' 4 8/ ONAL 1111f111 Job russ i russ I ype y 2195 2195•A-LN FGB FLOOR 1 1 1PIan Job Reference (optional) Southern Truss, Ft Pierce, FL., 34951 Run: 9.230 a Oct 21 2010 Print; (3230 S UCt 21 ZU1a MI I0K IncUSUIeS. Inc. I ue Mar our: btl:Utl ZUIa ra e 7 tD:ig2drWPb5KgO2?ObVx9ugaytstZ-UYtLY9cWlgBgGExUT70nqt2ypBNIPR?m?ZKDbize OV r 2-7-1 5 0 6 7-510 9-10-15 12 4 4 , 16-1-8 2-7-1 T 5 2-5 5 2-5-5 2 5-5 3-9-4 2x4 II 3x10 = 1x4 II 3x4 = 1x4 II 3x4 = 1x4 II Dead Load Dell. = 1/8 in 4x10 = 3x5 = 3x9 = 3x4 = 4x12 Mf20HS= SA4 = 2x6 11 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.93 BC 0.75 WB 0.95 Matrix-S DEFL. in (loc) I/deft L/d Vert(LL) -0.35 10-12 >547 360 Vert(CT) -0.48 10-12 >398 240 Horz(CT) 0.05 9 n/a n/a PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 73 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-2 oc pudins, except BOT CHORD 2x4 SP M 31 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W3: 2x4 SP No.2 REACTIONS. (size) 14=0+5-8 (min. 0-1-8), 9=0.4-0 (min. 0-1-8) Max Grav 14=971(LC 1), 9=1208(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3588/0, 3-4= 3588/0, 4-5=3588/0, 5-6=-3588/0, 6-7=-3422/0, 7-8=-3422/0, 8-9=1153/0 BOT CHORD 13-14=0/1962,12-13=0/35B8,11-12=0/3967, 10-11=0/3967 WEBS 2-14=-2078/0, 2-13=0/1789, 3-13=506/0, 6-12-633/42, 6-10=-593/0, 8-10=0/3377 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) The Fabrication Tolerance at joint 4 = 20%, joint 11 = 20% 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131° X 3°) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 437 lb down at 12-5-12 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 + Floor Live (balanced): Lumber Increase=1.00. Plate Increase=1.00 Uniform Loads (pif) Vert 1-8=100, 9-14=-10 Concentrated Loads (lb) Vert: 10=-437(F) \\1111 I III/// i L10EAVq PE 7 1 A^ i -- ATE OF —� If 11"X0 Job russ russ Type Uty Ply Plan 2195 2195-A-LN FGC FLOOR 1 1 Jab Reference (optional) Southern Truss, Ft. Pierce, FL., 34951 Run: 8.230 a Oct 212018 Print 8.230 s Oct 212018 MiTek Industries, Inc. Tue,Mar 5 07:58:06 2019 Page 1 ID:ig2drWPbSKgOz7ObVx9ugaytstZ-UYtLY9cWIgBgGExUT70ngt2ypBNIPR7mTZKDbize20V 2-7-1 5-0 6 7-5 9-10-15 12 4 4 16-1-8 2-7-1 SE10 2 5 5 2-5-5 3-9-4 2x4 Il 3x10 = 1x4 II 3x4 = 1x4 II 3x4 = 1x4 It Dead Load Defl. = 118 in 4x10 = US = 3x9 = 3x4 = 4xl2 MT20HS= 6x14 = 2x6 II LOADING(psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0. Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress incr NO Code FBC2017/TP12014 CSI. TC 0.93 BC 0.75 WB 0.95 Matrix-S DEFL in (loc) I/deft Ud Vert(LL) -0.35 10-12 >547 360 Vert(CT) -0.48 10-12 >398 240 Horz(CT) 0.05 9 n/a n/a PLATES GRID MT20 244/190 MT20HS 187M43 Weight 73 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-2 oc purlins, except BOT CHORD 2x4 SP M 31 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc; bracing. W3: 2x4 SP No.2 REACTIONS. (size) 14=0-5-8 (min. 0-1-8), 9=0-4-0 (min. 0-1-8) Max Grav14=971 (LC 1), 9=1208(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3588/0, 3-4=-358810, 45=-3588/0, 5-6=-3588/0, 6-7=-342210, 7-8=3422/0, 8-9=1153/0 BOT CHORD 13-14=0/1962,12-13=0/3588,11-12=0/3967,10-11=0/3967 WEBS 2-14=2078/0, 2-13=0/1789, 3-13=506/0, 6-12=633/42, 6-10=593/0, 8-10=0/3377 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise Indicated. 3) The Fabrication Tolerance at joint 4 = 20%, joint 11 = 20% 4) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 437 lb down at 12-5-12 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pif) Vert: 1-8-100, 9-14=10 Concentrated Loads (lb) Vert: 10=-437(F) _xCEAjS�� i PE 7 t A^ I S7A7E OF �N Job Truss I ruse I We y Plan 2195 2195-A-W FGD FLOOR 1 1 Job Reference (optional) Southern Truss, Ft. Pierce, FL., 34951 Run: 8.230 s Oct 212— Print: 8.230 A Oct 21 2018 MTek Indusfies. Inc. Tue Mar 5 07:58:07 2019 Page 1 ID:ig2dtWPb5KgOZ?ObVx9ugaytstZ-ykQjlVd9WBJhuOWgl gXOM4bDEbiS86SvDD4m88ze2OU 4-0-4 6-11.4 9-10 4 13-10-8_ 4-0-4 2-1.1-0 2-11-0 4-0-4 1 4x4 = 10 11 2x8 II 1x4 II 4x4 = W2 W1 1 1 W2 1 7x6 = 2x4 II 7x6 = 14 2x8 II LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate.Grip DOL 1.00 TC 0.57 Vert(LL) -0.02 6-7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(CT) -0.03 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix-S Weight: 681b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or B-0-0 cc purlins, except BOT CHORD 2x6 SP No.2 end verticals, WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. All bearings 5-10-0 except at=length) j=Mechani , 6=Mec( anic. (lb)- Max Grav All reactions 250 lb or less at oint s except 10=397 LC 1), 6=442(LC 4) , 9=1561(LC 1) , 7=1678(LC 1), 8=907(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 671 lb down at 1-10-4, 671 lb down at 3-10-4. 671 lb down at 5-10-4, 671 lb down at 7-10-4, 671 lb down at 9-10-4, and 671 lb down at 11-10-4, and 183 lb down at 11-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 5) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pif) Vert 1-5=50, 6-10=-5 Concentrated Loads (lb) Vert: 9=-671(B) 7= 671(B)11=-671(B)12=671(B) 13=671(B)14=-854(17=183, B=-671) i i PE 7 — t A^I = O s A7F OF �XX1,fissPoR)o N �\N Job Truss I russ rype y Plan 2195 2195 A-LN FOE FLOOR 1 2 Job Reference o tional aoumem i russ , ri. coerce. rr-., saeai —1..—. - 1. 1. 1. ". .. ID:ig2drWPb5KgOz70bVx9ugaytstZ-ykgjNd9W8JhuOWglgXOM4b6XbiO8vRRXD 88ze OU 2-5.4 4-54 - 8-10-0 2-6 4 2-0-0 4-4-12 1x4 II 1 4x5 = 5x4 = 2x4 II 4x5 = LOADING(psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCOL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2017fTP12014 CSt. TC 0.99 BC 0.82 WB 0.85 Matrix-S DEFL. in Vert(LL) -0.10 Vert(CT) -0.14 Horz(CT) 0.01 (loc) Well L/d 5-6 >999 360 5-6 >747 240 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 92 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3'Excepr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2: 2x4 SP No.2 REACTIONS. (size) 8=0-9-0 (min. 0-1-9), 5=0-7-0 (min. 0-1-9) Max Grav8=2619(LC 1), 5=2632(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=1769/0, 1-2=-4144/0, 2-9=-4144/0, 3-9=-4144/0, 3-10=4144/0, 4-10=-4144/0, 4-5=-1086/0 BOT CHORD 6-7=0/4144, 6-11=0/652, 5-11=01652 WEBS 1-7=0/4319, 2-7=-386/0, 4-6=0/3579 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 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 otherMse indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Recommend 2x6 stongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficlent to support concentrated load(s) 864 lb down at 0-1-12, 861 lb down at 2-5-4, 861 lb down at 4-5-4, and 861 lb down at 6-5-4, and 865 lb down at 8-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pif) Vert: 14=100, 5-8=10 Concentrated Loads (lb) Vert: 8=-864(B) 5=865(B) 7=-861(B) 6=-861 (B) 1 1=861(B) Job I nrss Truss I ype Ply Plan 2195 2195-MLN FGF FLOOR jQry 1 1 Job Reference (optional) ID:iadrWPb5KgOz7ObVx9ugaytstZ-ykQjfVd9W8JhuOWglgXOM4bFibuZ867vDD4mBBze OU 3-8-8 3-8-8 1 3x4 = 2 1x4 II !x4 II 3x4 = 341-8 ' LOADING(psf) • SPACING- 2-0-0 CS'- DEFL. in goo) Vdefl Ud PLATES GRI� TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(-L) 0.00 4 `*" 360 MT20 244190 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(CT) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress incr YES WB 0.00 Horz(CT) -0.00 3 We n/a BCDL 6.0 Code FBC20171TP12014 Matrix-P Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.8-8 cc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 4=04-0 (min. 0-1-8), 3=Mechanical Max Grav4=188(LC 1), 3=188(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Refer to girder(s) for truss to truss connections. 2) Recommend 2x8 strongbacks, on edge, spaced at 10-M cc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard M. 134�i�i/�� PE 7 1 - t _ STATE OF o . = russ Cuss ypeIFly Plan 2195 219SA-W HV6 VALLEY 1 1 Job Reference (optional) .aDulf�el4:.k44!i5;.`�A mgjw, ,emu,.. u.cuua v��c,cu,...�i.......c....................v ......... ................. ...-. .-_..._. __..__... __.' .' ID:ig2drWPb5KgOz7ObVx9ugaytstZ-rVgEbsgfaMp7N?gRaicy)& 103CEU4wNV8g2 Hvze OQ 5-4-8 - 6-0-0 5.4-8 0-7 8 3x4 = 2x4 It 3 4 6 5 2x4 -:- 1x4 II 2x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) n/a - nla 989 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 1=6-0-0 (min. 0-1-8), 5=6-0-0 (min. 0-1-8),6--6-0-0 (min. 0-1-8) Max Horz1=104(LC 8) Max Uplifts=-43(LC 8), 6=130(LC 8) Max Gravl=65(LC 1), 5=91(LC 1), 6=224(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight 21 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except and verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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=4.2psf; BCDL=5.Opsf; h=22ft; Cat.11; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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) 5 except at --lb) 6=130. LOAD CASE(S) Standard -- 3x4 = —�- -- -- 2x4 11 r_ 3 4 --- T2 5.00 12 1x4 II I Li 6 5 W 1x4 II 2x4 II 8-0-0 B-0-0 Plate Offsets (X Y) [3.0 2-00-2 111 LOADING(psf) SPACING- 24)-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017RP12014 Matrix S Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0 (min. 0-1-8), 5=8-0-0 (min. 0-1-8), 6=8-0-0 (min. 0-1-8) Max Horzl=104(LC 8) Max Uplift1=-17(LC 8), 5=60(LC 4), 6=158(LC 8) Max Grav1=98(LC 1), 5=123(LC 18), 6=307(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf,, h=22ft; 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) Gable requires continuous bottom chord bearing. 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)1, 5 except at=1b) 6=158. LOAD CASE(S) Standard M NNI �3 STATE OF to �U Job I Nss s ype y Plan 2195 2195-A-LN HV10 LE TC: 1 1 m. Job Reference-0-ptionalli- -)oumern i russ . rL nerce, r�.. u�aor- ow.,..,,: ,.. .., ,:::„.rs: »-c,:. ,.- - ". I .,... I ID: <,1-.....<11 o -W WOig2drWPb5KgOZ?ObVxgugaZJhLZ;6hPCg 0g07B35FaWN1MeLi eP 54-8 10-0=0 54-8 .. — �_ 4-7-8 _. 3x4 = _. 2 6 5 2x4 1x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (too) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) n/a - nla 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 1=10-0-0 (min. 0-1-8), 5=10-0-0 (min. 0-1-8), 6=10-0-0 (min. 0-1-8) Max Horz1=104(LC 8) Max Upliftl=56(LC 8), 5---54(LC 4), 6=171(LC 5) Max Grav1=164(LC 1), 5=122(LC 18), 6=410(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-6=288/218 PLATES GRIP MT20 2441190 Weight 34 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purtins, except and verticals. Rigid ceiling directly applied or 10-0-0 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=4.2psf; BCDL=5.Opsf; h=22ft; 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) Gable requires continuous bottom chord bearing. 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)1, 5 except at --lb) 6=171. LOAD CASE(S) Standard \\\\\`� `M J 24 ,//// XCEN,S+%5i i PE 7 1 � -t3 1 3 ArE OF t 0.�� ..y_ 01VAL'E11G\\�� ofu •ss fuss Type y Plan 2195 2195-A-W jJ12 JACK 20 1 Job Reference(o tional soumern I FUSS. rr. fierce, rL., 4501 Kum a zau s k= zi zuia rnnc a.zou a um rn zui c rva, uR muusmes, mr , ua mar a w coa ,c a ro rays ID:ig2drWPb5KgOz?ObVx9ugayWZ-JhEcoChHLgx 90dg078381CxcZgpNMeNUnXpLze20P 2-0-0 F 2-0.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 4 >999 240 MT20 244/1§0 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Harz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=Mechanical, 3=Mechanical, 4=0-6-0 (min. 0-1-8) Max Horz4=46(LC 8) Max Uplift2"55(LC 8), 3= 105(LC 1), 4=67(LC 8) Max Grav2=54(LC 1), 3=52(LC 8), 4=198(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=4.2psf; BCDL=5.Cpsf, h=22ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber OOL=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 at joint(s) 2, 4 except at=lb) 3=105. LOAD CASE(S) Standard Job truss Truss I ype Ply Plan 2195 2195-A-LN A JACK JUV 20 1 Jab. Reference (optional) soumem itUss,rc tierce rL.,rr i RID:ig2drWPb5KgOz?1.ObVx9ugaytstZ-JhEcoChHLgxw9Odg07B3818XcbSpNneNLrapLz YCP 1-3 0 4-0-0 r 1.3.0 + 2-9-0 2x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechan7jcal, 5=0-6-0 (min. 0-1-8) Max Harz5=90(LC 8) Max Uplift3=-67(LC 8), 5=-73(1_C 8) Max Grav3=58(LC 1), 4=43(LC 3), 5=213(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 at joint(s) 3, 5. LOAD CASE(S) Standard 161 i PE 7 1 � ATE OF i �1 r /O�`S,s GRID �I Job russ Truss Type Uty Fly Plan2195 2195-A W J6 JACK 7 1 I Job Reference (optional) 50001enl4rUSS , M meme, M 34g51 KUM a.ZJU S VC[ Z1 ZUIa rnnr a.ceu a UC[ 97 Zu70 mi i eK mouamea, inc. i ue mar a ui;o ;I''uie rage -� ID:ig2drWPb5KgOz70bVx9ugaytstZ-JhEcoChHLgx 90dg07B3818TcY2pMLeNUnXpLze20P 1 3 O 6-0-0 4-9-0 2x6 11 LOADING (psf) SPACING- 240-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.03 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-6-0 (min. 0-1-8) Max Horc5=134(LC 8) Max Upllft3=-116(LC 8), 6=96(LC 8) Max Grav3=112(LC 1), 4=83(LC 3). 5=278(LC 1) FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.16; 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 at joint(s) 5 except at --lb) 3=116. LOAD CASE(S) Standard N\\ M C �� f PE 7 - t - STATE OF I iO 1 �� RID ►'�G`��li`�� %°NAl I�� \\\\\� ? J� o russ ruse ype y 2195 XLN J8 JACK 20 1 1131an2195 ` Job Reference (optional) 55UMM FrUSS ; Ft. PlerCe, FL, 34551 _ _ KUn: 6.23U s OCt Z1 ZU1B Print: UZdU 9 UCt Zl ZUld MI I eK InCUStnes, UIC. I Ue Mar S U/:Stf:l"d "I" Pa e 7 ID:ig2drWPb5Kg0YtObVx9ugaytstZ-nuo OYv6_3gcJzgN5eQcLrE_Og5Yploc8X5Loze OO 1-3 0 8-0-0 6-9-0 , 1-0-0 8-0-0 r 1-t)_n 7-0-1) Plate Offsets (X Y)— [2.0-0-12 0-1-12] [5.0-1-4 1-1-5] [5:0-0-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.12 4-5 >675 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC OA8 Vert(CT) -0.09 4-5 >936 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.06 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 25 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4--Mechanical, 5=0-6-0 (min. 0-1-8) Max Horc5=179(LC 8) Max Uplift3=-163(LC 8), 5=-121(LC 8) Max Grav3=163(LC 1); 4=122(LC 3), 5=349(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-324/340 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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=4.2psf, BCDL=5.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 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 at joints) except at --lb) 3=163, 5=121. 5) This truss is designed for a creep factor of 1.00, which is used to calculate the Vert(CT) deflection per ANSI/TP11. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard t--elNN i PETS S7T�171E OF t i �,c� A� (T �p1V� � OCjRID .01 Ali N, --_ N �Ifiltl� Job I russ lype Ury Ply Plan 2195 2195•A LN J36 MONO TRUSS 9 1 Job Reference (optional) boumem 1 russ , rr. tierce, rr.., s4a01 ..__._ Ruf7: 0.4Ju5 umzI zu 10 r1im; O.A—b— N.....IIIGp lnuuau,W,�I m. - ., ID:ig2drWPb5KgOz70bVx9ugaytstZ-nuo OYiv6_3gcJzgN5eQcLrMJOxhYg6ocBX5Loze 00 1 4 0 3-fi-0 , 1-4-0 2-2-0 c0 , 1-0-0 i 3-5-0_ i 190 2-6-0 Plate Offsets (X Y)— [2.0-0-12 0-1-121 [5.0-1-81-2-0] [5.0-0-0 0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (ioc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Weight 12 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-8) Max Horz5=78(LC 8) Max Uplift3=-52(LC 8), 5=-71(LC 8) Max Grav3=38(LC 1), 4=28(LC 3), 5=208(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-0 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=4.2psf; BCDL=5.opsN h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to g[rder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. LOAD CASE(S) Standard M • _e 14� i PE 7 1 i STATE OF I �//�S;-�ORIDI'��i�� Job Truss Fruss i ype Qty Ply Plan 2195 2195-A-W J81 MONO HIP 1 1 Jab Reference (optional) tioumem i russ , rr. Tierce, r•L., swuoi LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Let 2x6 SP No.2 ME SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FB62017fl-P12014 MUM MAJU S UM A LU 10 r"FIL O.ZJ 5 VGl C 1 GV 10 MI IUK 111-411 q, ff— v,tlI our. oo. ID:ig2drWPb5KgOz?ObVx9ugaytstZ-nuo OYiv6 3gcJzgN5eQcLrACOnlYcoc8X5Loze 00 7.4-8 _ B-0-O 7-4-8 ' 0.7-8 ' 3x4 = Dead Load Deb. = 3/16 in CSI. DEFL. in (loc) Vdefl Ud PLATES GRio TC 0.85 Vert(LL) 0.21 1-4 >432 240 MT20 244M90 BC 0.68 Vert(CT) -0.35 1-4 >267 180 WB 0.00 Horz(CT) -0.05 3 n/a n/a Matrix-P Weight 27 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. REACTIONS. (size) 3=Mechanical, 4--Mechanical, 1=0-6-0 (min. 0-1-8) Max Horz 1=167(LC 8) Max Uplift3=164(LC 8).1=101(LC 8) Max Grav3=190(LC 1), 4=142(LC 3),1=284(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Referto girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 3=164, 1=101. LOAD CASE(S) Standard i PE 7�� S ATE OF GRID s,QVAfLilfl111� Job I russ Truss Type y Plan 2195 2195-A-LN MV2 VALLEY 1 1 Job Reference (optional) ID:tg2drWPb5Kg5;dl bVx9ugaytstZ-nuo 0Y'rv6 3gcJzq-N5a0cLrN70xCYgc6c8X5L0ze200 2-0-0 i 2-0-0 snnla7 2 3 2x4 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 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No:3 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 Horz1=28(LC 8) Max Uplift1-16(1-C 8), 2=35(LC 8) Max Grav1=47(LC 1), 2=34(LC 1), 3=25(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 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.opsf; h=22ft; Cat II; Exp C; Encl., GCpi=0A lk, 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 ANSIIfPI 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 100 lb uplift at joint(s)1, 2. LOAD CASE(S) Standard niss Russ Type y Plan 2195 ro 2195-A-LN MV4 VALLEY 1 1 Job Reference (optional) Southern Truss, Ft Pierce, FL. 34951 run: n.230 s vcr zi 2018-rnnt; 8 230 s Out 21 wm wa rua,nuusuins, , �-. � La ,.,d, � ....moo. ,+ <.,,� � sa . ID.ig2drV11Pb5KgozYObVx9ugaytstZ-F4LMDuiMBhESY0xp9f9ZNVPQFuHHsxgoGeuEze 4-0.0 - - 4-0-0 2c4 - 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n/a 999 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix P Weight 13 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 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0 (min. 0-1-8), 3=4-0-0 (min. 0-1-8) Max Harz 1=70(LC 8) Max Upl'rftl=-40(LC 8), 3-69(LC 8) Max,Gravl =1 16(LC 1), 3=116(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=4.2psf; BCDL=5.Opsf h=22f ; Cat. II; 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 fora 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 r,10EN& �`fT��-- i APE7 11 � . TE OF E OR,D,`s l\' /��/�9JML ECG \\�\ Job Truss I Russ I ype Ply Plan 2195 2195-A-LN FL1 ROOF TRUSS jQty I 2 1 I Job Reference (optional) aouuin,n i,ue , rt. rronx, ru...revoa 0-1-8 H 1 2-6-0 - 4x8 = 2 munc —au s uu — zu,o r—L o.aou n uu, c, cu m mn nn a uusu,as, a u. n �,ar a ur.voaa w,a raga , o 6o ID:ig2drWPb5KgOz?ObVx9ugaytstZ-I; 5zrenHRRYWX5sbY2Fvt7Od73itNJ3SspKgaze20T f 1=� I F=1 0*8 Dead Load Defl. = 3/16 in US = 1x3 11 1x3 II 3x6 FP= 1x3 II 3x4 = 1x3 11 4xB = 3 4 5 6 7 a 9 10 23 1 22 3x6 = 3x9 = 1x3 11 3x4 = 3x10 MT20HS FP= 3x8 = 3x6 = 1x3 II 2x3 SP= 7-10-8 20-6-0 7_4" i 97_712 Plate Offsets (X Y)— [2:0-3-12 Edge] [4:0-1-8 Edge] [10:0-3-12 Edge] ['13:0-2-0 Edge] [15:0-1-8 Edge] [18:0-4-4,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.45 13-15 >533 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(CT) -0.63 13-15 >382 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.08 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight 102 Ib FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 12=0-8-0 (min. 0-1-8),19=0-8-0 (min. 0-1-8) Max Grav12=1107(LC 1),19=1107(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -Al l forces 250 (lb) or less except when shown. TOP CHORD 2-0=3521/0, 3-4=352110, 4-5=-4518/0, 5-6=-4518/0, 6-7=-4518/0, 7-8=-4518/O, 8-9=3553/0, 9-10=3553/0 BOT CHORD 18-19=0/2078,17-1B=0/4518,16-17=0/4518,15-16=0/4518,14-15=0/4379,13-14=0/4379,12-13=o/208B WEBS 10-12=2309/0, 2-19=-2297/0,10-13=011620, 2-18=0/1596, 8-13=91310, 4-18= 1313/0, 8-15=-384/153 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise Indicated. 3) The Fabrication Tolerance at joint 14 =11 % 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �•� ��;- �1,CEniS��;�C i PE 7 3 ATE OF s 0NA� U Job Iruse Truss Type Ury Ply Plan 2195 2195-A LN FL2 ROOF TRUSS 7 1 I Job Reference o tional oomnem uuss, ru nerve, r", aura, F 2 4x8 = 2 ID:ig2drWPbSKgOz?ObVx9ugaytstZ-Rw 5zr(;nHRRYWX5sbY2Fvl7PA74Ut0Q35spKgaze20T 1� 10 8 i 0*8 Dead Load Defl. = 3/16 in 3x5 = 1x3 II 3x6 FP= 1x3 II 3x4 = 1x3 It 48 = 3 4 5 6 7 8 9 1x3 II 1x3 = 1x3 = 10 19 18 3x6 = 3x9 = 1x3 11 3x4 = 3x10 MT20HS FP= 3x8 = 3x6 = 24 SP= LOADING(psf) SPACING- 24-0 CSI. DEFL. in Qoc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.44 12-14 >548 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(CT) -0.61 12A4 >391 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.08 11 n/a n/a BCDL 5.0 Code FBC2017lrP12014 Matrix S Weight: 99 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 17=0-4.0 (min.0-1-8). 11=0-8-0 (min.0-1-8) Max Gravl7=1100(LC 1), 1 1=1 100(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-M94/0, 3-4=-3494/0, 4-5=-4465/0, 5-6=-4465/0, 6-7=-4465/0, 7-8=3525/0, 8-9=3525/0 BOT CHORD 16-17=0/2064,15-16=0/4465,14-15=0/4465,13-14=0/4333, 12-13=0/4333,11-12=0/2074 WEBS 9-11=2293/0, 2-17=2282/0, 9-12=0/1605, 2-16=0/1581, 3-16=281/50, 7-12=-893/0, 4-16=1282/0, 7-14=245/615 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) The Fabrication Tolerance at joint 13 =11 % 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard i PE A^ I SATE OF t ORID � p1Vq i `ECG \\�\ Job Iruse I rues I ype Ply Plan 2195 2195-A-W IFL3 ROOF TRUSS JW 6 1 Job Reference (optional) awmnm I IUSS . rL r,{i,Q., rL. JYJ� 1 0-1-8 H , 2-6-0 "ID:ig2drWPb5KgOz7ObVx9ugaytstZ-Rw 5uenHRRYWX5sbY2Fvl7QD75Yt013SspKgaz c;T , 1-6-8 Dead Load DeO. = 3/16 in 1x3 II 1x3 — 1x3 = 4x8 = 1x3 11 1 2 Ti 9 8 1x3 II 3x5 = 34 FP= 3x4 = 1x3 I I 4 5 6 7 8- -r e e e e 16 15 14 13 12 3x5 = 3x9 = 1x3 11 3x4 = 3x10 MT20HS FP= 3x8 = 2x3 SP= -- -- - - - -- - r LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip, DOL 1.00 TC 0.44 Vert(LL) -0.37 12-14 >639 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(CT) -0.53 12-14 >446 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.07 11 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight: 98 lb FT = 20%F,11 %E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins, except BOT CHORD 2x4 SP M 31(flat) end verticals, WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 17=0-8-0 (min. 0-1-8), 11=0-4-0 (min. 0-1-8) Max Gravl7=1082(LC 1), 1 1=1082(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3421/0, 3-4=3421/0, 4-5=-4325/0, 5-6=-4325/0, 6-7=-4325/0, 7-8=3446/0, 8-9=3446/0 BOT CHORD 16-17=0/2025,15-16=0/4325,14-15=0/4325,13-14=0/4218,12-13=0/4218,11-12=0/2034 WEBS 9-11 =224910, 2-17=2239/0, 9-12=0/1561, 2-16=0/1544, 3-16=-281/33, 7-12=853/0, 4-16=118910, 7-14=263/566 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) The Fabrication Tolerance at joint 13 =11% 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard i PE S; ORID`��;�`�� ///i' PJVAL' F-' CN \��\ Job I russ 1 ruse 1 ype Qty ply Plan 2195 2195-A-LN FUE GABLE 1 1 Jab Reference (optional) ODUQfeur 1 fuss , f C merce, n— 3 voi Kun. a.zau a uci zi zU7C rnnc mzju s ucf z7 zwo mlreK Incusnles, Inc, i us mar D u/:015:uU "IU ra B l ID:ig2drWPb5KgOz?ObVx9ugaytstZ-v7YTABeP21zP7hg38FZUSV99CPaWcOBChWZtCOze OS 0*8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 34 61 1 S 1 IQ 1 1 1 1 1 1 1 S 1 1 1 1 V 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr NO WB 0.03 Horz(CT) 0.00 17 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight 85 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 19-11-0. (lb) - Max Grav All reactions 250 lb or less at joint(s) 32,17, 31, 30, 29, 28, 27, 26, 25, 24, 23, 22, 21, 20, 19, 18 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1 x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 14-0 cc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 84 N, LXCEIVS��'i' PE 7 fill °•c'` '�` y-gyp. %�,� Job Iruss I russ I ype Ply Plan 2195 2195-A4LN FL4 ROOF TRUSS jQty 6 1 I Job Reference (optional). o-1-a Fi , 2-6-0 8E 7 , 2-4-8 , F0&:Pt IDa42drWPb5kj06bVx9ugaytsiZ-v7Ykde0ilZP7hg38FZUSVgXXP03ctibhWZtd0z; OS Dead Load Defl. =118 In 1x3 II 1x3 = 1x3 = 3x8 = 1x3 II 1x3 II 3x4 = 3x6 FP= 1x3 II 3x8 = 1x3 II 1 2 3 4 5 6 7 8 9 RI 6' 15 14 13 12 11 3x5 = 3x8 MT20HS FP= 1x3 It 1x3 11 3x6 = 3x5 = 3x5 = 1i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in poc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.42 11-12 >452 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(CT) -0.53 11-12 >360 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.04 10 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight 79 lb FT = 20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except T2: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (size) 16=0-8-0 (min. 0-1-8), 10=04-0 (min. 0-1-8) Max Grav16=880(LC 1),10=880(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-276910, 3-4=2769/0, 4-5=-2769/0, 5.6=262010, 6-7=-2620/0, 7-8=2620/0 BOT CHORD 15-16=0/1606, 14-15=0/2769,13-14=0/2769,12-13=0/2769, 11-12=0/2769,10-11=0/1603 WEBS 8-10=1772/0, 2-16=-1776/0, 8-11=0/1124, 2-16=0/1332, 7-11=-354/0, 3-15=-414/0, 5-11=-164/346 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Srongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard N' � M-��jj!'�� i PE7 1 �_ tiS l ATE OF �0, ` p, � \ OR)D �� S DN� A `�N\,�� l ` Job I russ Truss Type Qty Ply Plan 2195 2195•A-LN FL4E GABLE 2 1 Job Reference (optional) Southern Truss. Ft. Pierce, FL. 34851 0*8 MUM M"wa WC 91 LU10 Ynnu 0.40. 9-4IA-1-1 II CR ,n�YSlOEi3.lnG. .W ffl--.,;—;-1— LY rd ' ID:ig2drWPb5Kggz7ObVx9ugaytstZ-NJ6sOWflp3hGIrFFiz5)_jDmowZLTMMwAlQkTze OR • �I t '��i 7 I,I 1 : ICI �,I 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weil Ud PLATES GRIP TCLL 40.0 Plate Grip.DOL 1.00 TC 0.10 Vert(LL) nla - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(CT) n/a - n1a 999 BCLL 0.0 Rep Stress tncr NO WB 0.03 Horz(CT) 0.00 15 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight: 71 lb FT = 201/6F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 16-3-0. (lb) - Max Grav All reactions 250 lb or less at joints) 27,15, 26, 25, 24, 23, 22, 21, 20,19, 18,17, 16 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) All plates are 1x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 14-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard r PE 7' r � \ S ATE OF ORID 1,/i7s 01VA`F-1 \\��\ Job I NSs MSS 1YPe My Plan 2195 2195-A-LN FL5 ROOF TRUSS ItAry I 5 1 Job Reference (optional) T....'-. G R)•GQ•4!1'Jl1.10 D� n •1 aoumem i ra . re. raeme, r-, recta, 1x3 II 3x8 = 1 2 i % ID:ig2drWPb5KgOz706Vx9ugaytstZ-NJ6sOWflp3hGIrFFiz5)jDkNomgLKGMwAIQkTze OR 2-2-8 J 1-1 1x3 II 1x3 II 3x4 = 1x3 11 3 4 5 6 Dead Load Dell. =118 in 3x8 = 1x3 II 7 8 13 12 11 10 9 3x5 = 3x5 = 1x3 11 14 11 3x6 = 3x5 = LOADING(psf) SPACING- 240-0 CSI. DEFL. in (foe) Well L/d PLATES GRI13 TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.38 10-11 >496 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(CT)-0.4810-11 >395 240 BCLL 0.0 Rep Stress incr YES WB 0.61 Horz(CT) 0.04 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 77 lb FT = 20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 9=Mechanical,14=0-7-0 (min. 0-1-8) Max Grav9=871(LC 1), 14=871(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2715/0, 3-4=-2715I0, 4-5=-2715/0, 5-6=-2586/0, 6-7=-2586/0 BOT CHORD 13-14=0/1587,12-13=0/2715,11-12=0/2715, 10-11=0/2715, 9-10=0/1581 WEBS 7-9=-1748/0, 2-14=-1754/0, 7-10=0/1111, 2-13=0/1291, 6-10=-360/0, 3-13=-401/0, 5-10=142/351 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard i APE t ^ * I = -v s � ATE.OF � 67, /111111 q 14 , " . Job Truss I cuss. I ype Ply Plan 2195 2195-A-LN FL6 ROOF -TRUSS jQty 6 1 I Job Reference (optional) ID:Ig2drWPb5KgDzTObVx9ugaytstZ-NJ6sOWilp3hGlrFFiz5j-jDkpomOLOGMwAIQkTze OR 2 6-0 1-11-0 —i 1x3 II 3x5 = 1x3 II 1x3 II 3x5 = 1x3 II 1 2 3 4 5 6 Plate Offsets (X,Y)-- [2:0-2-0,Edgel, [5:0-2-0,Edgel, 8:0-1-8,Edgel, [9:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.16 7-8 >922 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(CT) -0.23 9-10 >630 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.03 7 n/a n/a BCDL 5.0 Code FBC2017fTP12014 Matrix-S Weight: 60 lb FT = 20%F,11 %E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (size) 7=Mechanical,10=0-7-0 (min. 0-1-8) Max Grav7=676(LC 1), 10=676(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1714/0, 3-4=-1714/0, 4-5=-1714/0 BOT CHORD 9-10=0/1171, 8-9=0/1714, 7-8=0/1171 WEBS 5-7=129410, 2-10=1294/0, 5-8=0/687, 2-9=0/687 BRACING - TOP CHORD Structural wood sheathing directly applied or B-0-0 oc purlins, except and verticals. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ��lrll I I ri�ii� . �NN\\P E 84 ��//L//��% r` PE 7 1 - I " 0 [ _ -o t Si .� 9 % ATE OF r ORID 91VAL'EV�'�\\��` �1(f II1111 l � Job I fuss Truss Type Lity Ply Plan 2195 21 WA-LN FL7 ROOF TRUSS 1 1 Job Reference o tional mumem r rues , rc rieme, rL., ar r 1 r 2-6-0 -- , 140-8 , I,- I 3x4 = 2 1x3 II 1x3 II 3 4 IDag2drWPb5KgOz?ObVx9ugaytstZ-NJ6sOWfip-S6d Fiz5j_jDnTot?LSHMwA]QkTze OR 3x4 = 5 1x3 II 12 6 3x4 = 1x3 11 1x3 11 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRio TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) 0.00 8 i.. 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(CT) -0.05 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES We 0.10 Horz(CT) 0.00 7 n/a n/a BCDL 5.0 Code FBC2017rrP12014 Matrix-S Weight:. 51 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP'No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-" oc bracing: 7-8. REACTIONS. All bearings 6-10-0 except at=length) 7=0-8-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 9 Max Grav All reactions 250 lb or less at joint(s)11, 9 except 7=260(LC 1), 8=437(LC 1),10=334(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 7-8=0/295 WEBS 5-7=327/0, 5-8=-366/0, 2-iO=-303/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard i `SLc ' i PE 7 t f t S A7E OF t 5- Q "Z- ` �1