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SOUTHERN TRUSS COMPANIES Southern Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772) 464-4160 * Fax: (772) 318-0015 Jab Number: 8996 Customer: GHO Homes Name: MW 69 Grenadine Club Address. Meadowood - Lot 69 City, ST, ZIP: Saint Lucie County, FL General Truss Engineering Criteria & Design Loads Building Code and Chapter: FBC2017/TPI2014 Computer Program Used: MiTek Version: 8.31 Aug 1 Gravity: Gravity: 45.0 psf ROOF TOTAL LOAD N/A Wind Building Authority. 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) St. Lucie County No. Dale T ss IDS 1 12/30/19 Al 2 12/30/19 A2 3 12/30/19 A3 4 12/30/19 A4 5 12/30/19 A5 6 12/30/19 A6 7 12/30/19 A7 8 12/30/19 A8 9 12/30/19 A9 10 12/30/19 A10 11 12/30/19 All 12 12/30/19 Al2 13 12/30/19 A13 14 12/30/19 A14 15 12/30/19 A15 16 12/30/19 A16 17 12/30/19 A17 18 12/30/19 A18 19 12/30/19 A19 20 12/30/19 A20 21 12/30/19 A21 22 , 12130/19 A22 23 12/30/19 A23 24 12/30/19 at 25 1 12/30/19 1 22 26 12/30/19 63 27 12/30/19 Cl 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 P L No. Date Truss IDS 28 12/30/19 CJ2 29 12J30119 CJ4 30 12/30/19 CJ7 31 12t30/19 CJ21 32 12/30/19 A 33 12/30/19 J1A 34 12/30/19 J3 35 12/30/19 J3A 36 12/30/19 J3G 37 M30/19 A 38 12/30/19 J5 39 12/30/19 J5A 40 12/30/19 J7 41 12/30/19 J7A 42 12/30/19 J21 43 12/30/19 J26 44 12/30/19 V2 45 12/30/19 V4 46 12130/19 V6 i t z3 FILE CO®p�/p MAR 0 3 2020 ST. Lucie REVIEWED r Fx :ODE COIF PLIAN V, ST. LUCIE ,,.,,,e.w BG6 Page 1 of 1 TYPICAL DETAIL C COR.NER. _. HIP NOTE: NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. 132.5n per Nail (D.O.L.Factor=1.00) 0 UP TO 265n = 2-16d NAILS REM). nos toe nails only have 0.83 of UP TO 3947 = 3-16d NAILS REQ'D. Ioteral Resistance Value. 12 SC7 -n SC� HIP GIRDER 12 tam 94 5� 0 9-9-5 CORNER JACK GIRDER n� a J7 A J3 a C"' J5 use 2-16d toe nail TT BC. H7 (HIP GIRD Typical jack 45' attachment TYPICAL CORNER LAYOUT toe nail 0 E 2-16d Typical Hip -jock' attachment CHORD HANGERS FASTENER GIRDER JACK J1-J3 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - - - - -- 2-16d nails - - - -- TC - - - - - - - 2-16d nails - - - - J5 TO HIP JACK GIRDER' BC - - - - - -- 2-16d nails -- --- TC - - - - - -- 3-16d nails - ---- J7 TO HIP GIRDER BC ---- --- 2-16d nails - --- - HIP JACK GIRDER (CJ7) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - - - - - - 2-16d nails I - - - - MINIMUM GRADE OF LUMBER T.C. 2x4 SYP $2 B.C. 2x4 SYP 82 WEBS 2x4 SP No.3 LOADING (p5F) SRC. INCR.: OOz FBC2017 L D TOP 20 BOTTOM 00 10 SPACING 24' O.C. Fork Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 Fox:(772)31 B-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. 132.57-ar per Nail (D.O.LFoctor=1.25) nds toe nails only have 0.B3 of lateral Resistance Value. 12 1.5 OVER & � HIP GIRDER '0 1-0 -0 -10 12 Do & OVER O 7-0-14 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT 0 UP TO 265a — 2-16d NAILS REQ'D. Q UP TO 394y = 3-15d NAILS REQ'D. use 2-16 toe nail i TC & BC. Typical jack 45' attachment J1 I A J3 i ' D, I ' 0 t H5 (HP GIRDER) use 3-16c toe nail TYPICAL CORNER LAYOUT & 2-16d Typical Hip —jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — —— — —— 2-16dnoIIs ————— 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 (PSF)E INCR.: 25% FEC2017 T.C. 2r4 SYP L D 2 TOP. 20 B.C. - 2x4 SYP 2 BOTNM WEBS 2x4 SYP No.3 GG 10 SPAGNG 24' O.C. SOUTHERN TRUSS Fort Pierce Division 2590 N. Kings Highway, FL 3495 COMPANIES (B00)iz-0 9 (72)464-4160 hrP://�.w.the< t smm Fox:(772)318-0016 Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-454-4160 Harmers Face Mount Hanger Charts PAniTek` . JaihtStre ..- USP5'leel Stock No:':'"Rat. Na. 6euge Omissions lin) ... Fastener Schedula'A .. . .':Df/5P ABowzhki Loads (lbs)t - ::. -Code'i'" ader Jars[ -.. W= 'H D'i•A- - Mm/Floor°':.Roof Mat` -= Hm1 NaB Upliff':o: 100%:715%1Z6%:760%''u-'Ret� JL24 LU24 20 I1-9/16 3 1-1/2 1SM6 — 4 10d 12 10dx1-12 :+470. 54g ::590. I' 320. 5, R5, F2 4 1fitl 2 1Go x1-1/2 560 640 J 6GS : 320 JL241F-1Z — 16 1-9116 3-1/8 1-1/2 — _ 4 1Od HOG I 2 16dx1-72 HOG 465 111:I 590i): 280 I 131, R1, F32 4 16tl HOG I 2 1100 x 7-12 US .550: 615 1 615 : 2W 2x4 JU524 LUS24 18 1-9/i6 3-1A 1-3/4 1 — 4 10d 2 Ind -'675'1 775.J 835.I 510 SUH24 U24 I 16 1-me 3-1/4 2 1-3116 — 4 10d 1 2 10dx1-12 500 .550-1 605:1 380 . 5, 4 led 12 10d x 1-1/2 ' 59D 1655 .1 720 1 380 H026 fN26 14 1-4fifi 3-1/22-12 1-7/8 Min 4 1f1d 2 10dx1.12 ; 615 BE .I 745 1 365:' R5, F2 Max 4 .615 _ 6% 1745 I 595 JL26 - I lll2fi A' _20; I .e. 1-9/16 4-3/4 ".' 7 12 - 15/1fi :d .6.. ;: 10d } 4"1 10dxi�I2'. 710 805 870' 650 .6 T� led j 4.I 10dx112'.1 840'I 860 11045.1 650 - - JL261F-TZ -: llIC26Z: -1B, 79/16 ¢1/2�112L - f +';i F I '6 Ind HOG Y-4110dxl-12HOG16951 Boo 970-1 730. 31, RI, F32 6" 76d HDG '.4 j 70d XI-12HOG �`�70d SM 950 170351 730 - ` JUS25 °- MS26�, r 18 I1-9r16. 4-13776I 1-374 -:-1 1 :-' 4' 10d:.1..4 `�.. :�'' 820' 1000I 10B0: 1175 -�"r S, fly, f2 MUS26 - -; `-MUS26 ..1 `18 ` 11J716 ' S-117fi'j (2... '.1 • "— .. - 6' 1 1W..L 6 ... ; • I.Qd.. - 1 12851 1475. 1605 1 855 131, R7, F32 2x6 ., SUH26 ::: Si26 'I� I6' 7-9/1fi: 5178 2 1.3h6 � B. Ind.' 1: �4:1 �-�10tlz1-112- 750 1' W. 910: � 755. SSG I 10DOI 1060 1 755 - HU526 .:...I'HUS26 :-; 1fi: '.I-SM. 5.71161 3 --•'2�� 1 : — 1 141 led I - 6 L: ." led : 2760f 3140I 33451 1925 HD26-` HD26` i. '14-119/16 `4 FFF ;3-12 212'7-V8� Min' 4 ''led 2 4.! i •Inds 1-12 615 - 695 ( 745. 1: 365. 5, R5, Max 616 695I 745 535 HD29 `. HU2B J,. ff -14, f 19p6 SdY4 �212 r - I1/e Min 8 ' 16d 'i 6 - 10dx1-12 :'_1 11210 1390I 14s31 780 F2 Max IZ30 1390114901 825,- JL26 LU26 20 1-9/16 4-3/4 1-1/2 15/16 _ fi Ind 4 10dx1-12 1 71O a SM 1 870 1 650, 6 tfid 14 10dx1-12 840196011a461 650 JL261F-7Z LUC26Z I 18 1-9g61 ¢72 1-12 — _ .6 10d HOG I 4 11Odx1-12 HOGgoo 1 870;. 730 31, R7, I F32 6 16d HOG 14 tOd x 1-12 HOG950 10" 730 JL28 W28 20 1-9/16 fi-3/B 7-72 15dfi _ 10 10d 6 10d x 1-12 2951 1295 i 6+M 15, R5, F2 10 led 6 tOdxt-1rz 140101160011740I & JL28IF-TZ — 18 1-9M6 6-1/8 1-1/2 — _ 8 1Od HDG 4 I1Odx 1-12 HOG 065I 11601 730:` 31, R1, F32 8 led HDG 4 1 10d x 1-12 HOG 2151 12151 15 I 730 JUS26 LUS26 18 1-9/fi 4-1,M6 1-3/4 1 — 4 10d 14 Intl 000 1080 1715' ;1 5, Re, F2 JUS28 LUS28 18 1-9/16I 6-5/8 1-314 1 6 I Ind 4 10d 270i 1375 1 .1115 i 2x8 MUS26 MUS26 18 1-9/16 5-1116 2 1 — 6 10d I 6 I 10d 1285114751 T6051 865 - 31, R1, MUS28 MUS28 18 1-S/18 7-1/16 2 1 — 8 i 'Od 18 Intl MO I IS70121401 1230 F32 SUH26 U26 I 16 1-9116 5-1/8 2 1-3/16 — 6 10d 14 10d x 1-1/2 .750 1 840 1 910 1 755' 1 1000 j 1050 1 755. I 6 led 4 I 10d x 1-12 880.1 SUH28 — I 16 1-9/16 6-5/8 2 1-3/16 — 8I Ind 6 ( 10d x1-12 100011120I 12101 800 800 I e l led 6 10dx1-1/2 11751133511440'1 HUS26 HLS26 I 16 1-5/8 5-7116 3 2 — 114I led 6 led Z76013140(3345I 1925 5, HUS28 HU528 16 1-5/8 7-3/16 3 2 — 22 led I 8 16it 14170 4345 4345 2570 HD28 HU2 114 1-9116 5-1/4 2-12 1-1/8 Min 8 led 4 10d x1-12 .12301 T390 114901 780 F2 Max fi 1230 1139D 1 825 HD210 HU210 'I 14 1-9/16 7-3/16 2-1/2 1-1/8 Min 10 led 4 1adx1-12 '1540 11735.11801 780 I Mal[ 1 14 6 2155124304 26101 1170 1) UpIOt loads have been increased 60%far vend or seismic loads; no hniher increase shall be permitted. 2)16d sinkers (0.148 da. x 3-1/4' long) maybe used at 0.84 of the table load where led commons are specified. This does not apply to = HtIS, MUS slant nail hangers. 3) for JUS, KIS, and MUS hangers Nails must be driven at a 30- to 45 angle through the Joist or trues into the header to achieve the table loads 4) NAL& 1 Od x 1-12" calls ara 0.148' dia. x 1-12' long,1 Od raft are 0.148" dla. x 3" long, led nmis are 0.162' its. x 3-12' long. New products or updated product information are designated In blue font Dorrasion Finish ®Stainless Steel R]Gold Coat EHDG ®Triple Zinc aA e ikE A t�H ex� I 112 Continued on next page Hangars Face Mount Hanger Charts 111111I���g JeLst S¢e USP Stock Na" - _ - - Ref. No.:� Stcel '.Gauge Dimensions (n) FastenerSchedule'h'.Of15P AllowahleLoads(Lhs). m =., c'a t7E code.. Ref. 'Header- =•Joist -' W ..N -:0 .A tAax -. .Nail-•. , .' Nall Floor ..:,'Roof . .UpliRr 400%415%125% 1fi0% JUS24-2 LUS24-2 I 18 3-1/8 3-7/16 I 2 I 1 4 16d 12 16d 1 MS'. `920.1 965 I- 325 (2) 2 x 4 SUH24-2 U24-2 I 16 13-1/8 13-1/8 I 2 1-1/6 _ 6 10d 2 10d 750: `840 i 910 1 580 1 6 16d 2 10tl . ago *10001 10801 380. HD24-2 111.124-2 ( 14 3-0/8. 3-12 12-12 1-1181 4 . 16d- 1 2 10d 'fi75 .-645 I J45 1. 385 1 HUS24-2 - I 14 I 3-1/8 3-7/16 2 1 4 16d 1 2 116d I.:850l1''965"1 1040 1 495 f HLLS24-21F - ( 14 3-11S 3-7/1 G-F 2 1 - 4 16d 2 16d :850 1 99-S.I 10M1 "495 I .JUS26-2�� "4'LUS26-2r-'I`-78'j. 3=L831.. 511L;{. 2I 1 F.- a''i--a6d: _j•":4:116d.naS01118sJ tzzoi 1355 -1 16:. .;3-1/8 "" 5-1/16 2 �' 1_114 ... ,. .: 10'� 10tl • .. 4 110d 11250114051 1515 755 .10.I 16d 1: 4- 1, 10d:11470 16701180CI1 755.1 HD24-2 f: HU24-2" --i= 14.: 1 3-1/8 1. 3-12 1.2.1/2 1-1/81:--.'1..47-1,-16d 1 2 1 10d 1 615 1.695.1 745 1 385 1 ' (2)2xfi HUS26-2.".. 1'HUS26-2' I`-94 '- 3-1/8 . 5-7k I • 2 ) 1 'I :- .:4 =} 16d I'' 4 - I 16d ' I 1085 1235 13DO 1155 I HUS26-21F 1 HUSC26-2.7 1 " 14 " 3-1/8 ;{ `SAM I .2 -) 1. -,. 4 . 16d: P .4 .I 16d 1 1085 12351 1300. 1155 '. HD26-2 �.'.. HU262::: 14. t: I_.3-118 5-1/4 '2-1/2 1.1/B Mn Max I'_8 12 1fid ( I' 4 lDd - 1390 1490I 780 I fi 112Maw 1850 2Da5122351'.1170 • H026-2IP- HUC2fi-2_^- �14"I:3-1/8 I - -5-1/4 1. .. I2-12 ! --� tAnj 14" a 8 '16d ...� _4 s tOd 1 1230 1390 �.730 11 ' . 1650 2D8.5 U35 1: 1170' JUS26-2 1 LUS26-2 18 I 3-1/8 5-1/4 I 2 1 - 4 16d 4 16d 1 1040 11185 112291 1355 1.1 JUS28-2 LLIS28-2 I 18 13-1/8 17-1/8 I 2 I 1 1 - 6 16d 14 l6d 13251 n550116{51 .1355 SU426-2 I U26-2 I ifi I 3-1/8 5-1/16 I 2 14/8 _ 10 I 70d I 4 110d 125D "1405 1 7515 I" 755 . 1 10 1 led 1 4 1 10d 1.1470 11670118D01 755 SUH2B-2 - 16 3-1/8 16-1/4 I 2 1-1/8 _ 12 10d 4 10tl 1500 11885 11815 1 .755 12 16d 4 1 10d 1765 -1915119151 755 . HUS26-2 HLIS26-2 1 14 ( 3-1/8 1 5-114 1 2 7 1 - 4 16d 14 1 16d I 1085 .1235113001 1155 K026-21F HUSC25-2 I 14 371/8 5-1/4 2 1 I - 4 16d 1 4 16d 110851123511300I 1155 (2)2x8 HUS28-2 HUS28-2 i 14 3-1/8 17-1/8 I 2 1 - 6 16d 1 6 l6d 1625. 1850119951 1810 15, HUS28-21F HUSC28-2 1 14 3-1/8 7-1/8 2 1 - 6 16d 6 16d 1625: 18501 1935 1 1810 HD26-2 HU26-2 I 14 3.1/8 5-1/4 2-1/2 1-l/8 Mn Max 8 12 tfid 4 10d 1230 _18.50 -1390 11490 1 790 t2085I 22351 1170 1 1 F2 6 HD26-21F I HUC26-2 I 14 13-1/8 15-1/4 I2-12 _ Min 8 led 4 10d 1230 :1390114901 - 790- Max 12 fi -19% 2D8.5 a MS-1-1170I HD28-2 I HU28-2 14 3-7/8 7-1/8 2-12 1-1/8 Min �I 10 14 1fid 4 10d 1540 2155 17351 18ES '. 780 - ) 243D 1 2610 1170 6 HD2b21F HUC28-2 14 II 3-1/8 ! IIII 7-1/8 I2-12 - Min 10 l6d 4 10d 1540 2155 1735j 18M I: 780, 2430 126101 1170 Max 14 6 .:. JUS28-z",* LUS26-2 _:-;1'-. 18.' '-a:1/8'1' 7-118:.-' -2f.: 1:. 1`i.+. .6:. 16d -;'4" 16d: 1325 .757041645 1355' JUS210-2-'.- .LUS210-2-'�`. 18,-1. 3-1/81 9-1/8• 17%11F 1 -' B...I 16d fi I t6d •11845 210312290I 1280 =1 16 - 3d/8' bl/a 2 I 1 1/e '- .1 .12 .11 10d . 4 1 10d � 15M 16851 18151 755 1915 j 1915 755 12 16d .'' 4 -10d 1765I ' - SUN210-2 U270-2 '_ : 15 - 4I • - .. 8416 I 2 76 -.1M 1 6 :10d 120M 2245 12420 _ 1135 26701 28801 113.5 16 '1' -tfid- - 6 ' 110d 1 23501 HUS28-2 - HUS28-2 .1 "14 ' :3-1/8 1.�7-1/8 . 2 1:-1 --" -". 6 "1 +16d I' 6 1:16d 1 1625.1"18S0 1995l 1810 HUS29-21F - I HUSC28-2 ° {� 114 .3-7/8 -74I8' I - 2 " l ::- B F;16d : 6: 16d 116Z5. 18501 190 1810 02x10 .144' /8" =7-1/B (-,. 2-12 7=1%B ..... :Mel Max 10- :14.1; j6d ��4J. 1 6 i:: 10d 1540 1735: 1365 --780- 2430"12fi10 7770 2155 •: 14. 6 3-1/." -'= I -1t:--. : Z . .1d8.I . 2-1., 2t ..:. " fWn 10' rr -t6d .:. "4 ' 10d. :- 154D 2155 1735'11865I 780- 2439126101 1170 Max -14. 6 -HUS210-2: :: HUS210.21 " 14 :.I. 3-j 18 -j 9-1/8 -" 2- h-1. =- 8t6d 8-116d I 21Z0 2465 26fi01 2210 . HUS210-21F r HUSC210-2 1 14 3-1/8 9-1/8' 1: Z' . 1•: .-' _ .., a I .16d 1'-8) I.16d 12170 24651 25601 2210 . H0270-2 .� HU210-2r"..1I I. 14 3;1/8 9 : 12-12 1 :: 1 1/B `Mn 114 : 16d fi aOtl, 2155 39M 2430 26101 '1170 3473 3725 - 1950 - HD210-21F* HUC210=2 : Wn -14 76d fi -10d 2155 24301 261T1170 .Vii 211 :'lo " .. 3080 347s a7zs 7950 ' HD0210-21f I HUCa210-2'.i = 14 13-1/4 1 '": 9. I 3 -• I1-11211 12: :1 M3 1 " 6.1 WS3. 1 5015 155901 559f11 .2975 1 1131, R1, F32 1) UPFM loads have been increased 60%fm vdnd cr seismic loads; no fuller Increase sha0 be pelmitled. 2) l6d sinkers (0.148 dz. x 3-1/4- fond may be used at 0.84 of the table bad where 16d commons are specified. This does not apply to JUS, HUS, 64US slant caul hangers. 31 For JUS and HUS hangers: Nags must Its driven at a30° to 45 angle 0utugh the Mal ar truss fmo the header is addeve the table loads 4) WS3 Wood Sams are 1/4' x 3' long and are included with H00 hangers. - 5 -- 5) NAILS: 10d nails are 0.148' dla. x 3` long, 16d are 0.162' d1a. x 3-12' long. it New products or updated product IMonnation are designated in blue font H Corrosion Fnish EStainfess Steel SGold Coat EMHDG ®Triple Zmc LZ 9,D w 114 Continued on next page Hangers Face Mount Hanger Charts is eko Joist Sim r USP - Stork Na .: Ref. Na Gauge Gbnensions (n) Fastener Schedule":-;_ .,,:; 0F/Sp: Allowable Loads (iJ1e1 t .8u- - .'Code . �.• Ref. , . Header- . Joist W : H' 0 A 'NIW Max:'NaR .' ` �' Nan r R oor '. .-. Roof .. Uplift, 100% .. 175% 125% 160% SUH314 i! U314 t 16 2-9li6i10-9l16 1 2 1-1181- 18 1 10d 6 11Do x1-1/2 225012525.27251 1135 ' 18 16d 6 10d x 1-1/2 2645 1.30001 Salo 11135 H0314 HU314 14 2-9/16I 11-516 2-1/2 1-1/8 Min 16 16d a tOdx1-12 24551 369514170 Z780' 2980 1,4435 1290 1, 2045,i Max- 24 12 3zi6 HD314� HUM 14 2-9/1fi 17-5>I6 2-12 _ Max 16 76d a I1ad x1.112 1 2461 36M Z71M 4170 29M1 '44351 1260 2145 Maz 24 12 H0316 HU376 14 2-9/Ifi 13-5h6 2-12 Min 18 1 t6tl 8 10dx1-12 -277' .40M14435 3125 : 3355 44351 15M 2045 Maxl 26 12 H0316G HUC316 4 14 I I2-9fIfiI13-5/ifi 2.12I 111i1-1/B - Min 1 18 76d a tOtl xt-12 .277t)I34M 40M 4435 33551 } 4435 1550 2745. I Max I 26 12 �(2)3 xB HD38-2 .1 HU3&2 ..' 14 5-1/B �'6-1le 2721-V8 Min # Max 10: I to 46d �4 1 6 - �.=.lOp- 1 . 1540] 1735118651 '780 :� zt si 1 2 ti7o (2) 3 z 10 HD38-2 ! HD38-2 14 5-1/a I 6-1/8 2-1/2 1-118 Min 10 16d 10d 1540 isss 1 Max 14 6 2435 2e10 70.1 110 HD310-2 HU310-2 .14 5-1/8 8 2-12 1-1/8 Min 14 16d S 10d 2155 1 2430 2610 1170 Max 2a 70 3680 1 3475 37251 1625 ,(21 2j9x72 1 H0312-2_ .. HU312 -2 14 5-1/6.! 10 1212-7.1/e• Min Max., 116 24 ;1 16d 8 12,. i.- •.10a - . . , I2465I2780 HBO 1055 { { 3595. 4170 4470 2340 (2)3 x14 H0312-2- 111.1312-2 1 14 15-1/8 10 1 12-12 1-1/8 Min 1 16 16d I 8 10d 1246512780 .29801'1035 Max 1 24 1 12 136951 4170. 44M 1 2340 JUS25L3":'..:. I LUS26-3 I 18 1 4-5/8 i„4.12 1. 2' 1 '-i' --' ..4 16d 1 4 . j , 16d 110401 1185 1220) 1355 1 SUH2&3 '' - U26-3 ..., '. 16 1415/8.t 5-1/4 i 2 Ii 1 '�.:--1 1'-- 8 lOd :.2 . - j9d ' 10001112011165 380' 8J1 16d 2 1 '10d' .I 17651116517165) 380 (3).2 x6 �.HD26-3' ' 1 HU26-3 _74. 45/B [-[ 412 2-1/2 1-1/8 e'. '16d I�4 6 .-10d / , -_ . .- 1130i 1390 149'!j 780 1 S, last) 2085: 22351 7170 1 HD26-3ff , + } HU626-3' i .' 14 14 5/8 1 41%2- 1 2121 - ` ( FAn 8' �16d 1 . 4 - I . i 07.' - 1230 j 13W 14901 780 1 F2 ( Max 1:'12. 6 last)' 20P5 2235 1170 JUS26-3 I W526-3 1 18 1 4-5/11 1 4-12 1 2 1 - 1 4 1 16d 1 4 16d 14040 1185 12.201 1355' { JLIS28-3 j WS28-3 18 4-5/81 6-3/8 2 1 6 16d 4 1 16d 1 13251 1510116451 1355 SUH26-3 I U2&3 16 14-518 15-19 I 2 t l - 8 10d 2 1 l Od -1000 1120 } 1165 380' 8 16d 1 2 10d 11651 1165 -1165 1 380 .1 (3) 2 x 8 H026-3 HU26-3 I 14 4-5/8 I 4-72 i 2-12 7-1/8 Min 1 8 16d 4 tOd tt30I 1390 14101 780 Max 72 6 18591 2085 ?235 11170 if H026-31F HUC26-3 I 14 4-5/8IIi 4-1/2 2-12 - Min 1 8 16d 4 1 10d 1230 t390114901 780 . Max I 12 6 last) 2085 1 2235 1. 1170': HD28-3 i - 14 45/8 i I 6-3/8 I2-1/2 1-118 Min 10 16d lDd la 1735 j1865 780 Max 1 14 6 2155 { 2430 2610 1170 HD28-31F I - 14 4-5/8 1 6-n 2-12 _ Min 10 i6d 4 tOd -1540 1 1735 IBM 780 Max 1 14 6 21M 243D 26101 1170 JUS2&3 .', 9. tr; LUS2133:::, :'. 18: 14-5/81 B-3/8. 2- 'l - %.6, .16d :I 4 1 16d I1325 11510 1645 1355 `. JUS210-3';- -' -!. LUS210-3? . -18 14-5/8:.1 8-3/e 2' ,7'1 =`. } 8. 16d-1 6' 1'' 16d '1111451 2105 22901 1960': - . SUH270.3 �:. U210-3 II 1fi: L 4 5/8 1. ,8-3/e.-�: 2 y' 14 1 . 1Od:- ' 6' 1 10d ' 117501'1965 2120 1135' 74 '16d 6-r1 10d.' 2060' 2335 25201 1135 HD28-3 t - 14 ++II I" 45/81 ! &3/8 `2121-7/6 f Min 19 - rifid 4- _flOd 1540 1735 1865.1 780 Max 14' 1'--. 215512430 .26101 1170 i (3) 2x10 . . .I 1 HD28-31F - '_•-. 14 ..�-45/8 ! .95/8 t 1 fi-1/8*'212 Mm 70 - .16d -:� 4 -10d: :. 540 t11735 18651 -780 :Max 14.. 6' 2I55: 2430. 2610 1170- _H0210-3 �HU210-3 14 &1/d212 11%B16d Mm 14 '.:': `.. - 6 .. 10'I; ,' .. it)d' - 215512430 2610 1170 ' -Max 20. 3080'1,3475' 3725.1 1950. .I N0210.31F ' i -1 I HUC210 3 1.. - 74: 4-5/8 &1!4 212 .:..Max., Min 14: 20- 16d, fi =- •. _ 1� , .. 2155 243( �=01, 1170 10 3080 3475-, 3726 1950 HD021G-31F <," } HUM210-3 14. 4-Wit j 9 - ... 3'.' 1-12.ir=: =-(:12 W53 6 -1-- WS9 153151 `•�.`90 55901 9M 31, R1, F32 1) Uptift pads have been increased 60%forwind or seismic loads, no further increase shah be parked. 2)16d sinkers (0.148 &a. x 3-1/4' long) maybe used at 0.84 of the table load where 16d common are specified. This does not apply to JUS, HUS, MUS slard nail hangers. 3) WS3 Wood Screws are 1/4' x 3' long and are Included with HDO hangers 4) NAU S: 10d nails are 0.148' diam. x 3' long, 16d nails are 0.162' da. x 3-12" long. New products or updated product hdonnation are designated In hive font. cp A Carrosion Finish AStainless Steel UGold Coat r2HDG OTdpie Zinc '¢ H D W Continued on next page 117 Hangers Face Mount Hanger Charts RhwAx' Te ke Joist Stack No, ilef.No, steel Gauge Dimensions (n) , Fastener Schedgl x}x . ➢FlSP .:.. .Allowable Loads Ref. = _ Header' . Jois["" ,W H' D :':A fAN Mzx '�Maii :' 'Nall-: -floor Boof.- Up1ttt' 100%1d5%125%1160%ert[:"[ JUS46 I LUW I 16 3-5/6 1 5 1 2 1 1 1- 4 1 16d 14 16d 11D40J1165 '1220 "..1355:: S6H46 U46 16 13-9/16 4-13/16 2 1.1/8 _ I 10 I 70d I 4 I 10d 112501 1405 L 15151 755 'I 18001.755:- 10 1 16d 1 4 1 10d 114701767E HUS46 HI1S46 1 14 I3-5/81 5 1 2 1 4 1 16d 4 tad 110851'1225i 13001.1155-1 4x6 HLS461F 1 HUSC46 14 3-5/S ( 5 2 1 1 1- 1 4 1 16d 14 I. 16d 1095':12215:11300j 1155. HD46 I HU46 14 I3-9116 5-1/16 2-1/2 1-18 Minn Max 8 112 16d4 10d 1230 13.30 1490 1 780' 6 118501 2085 22351'-1170 HD46F I HUM I 14 I3-9/76 S-1/1a 2-12 _ liin 14ax 8 1 12 lad 4 10tl 1230'1390 t 14901 780.. 6 .135E 1 2085 t 22351 1170 JUs46 - -. 'J .w546 '.:-t :12 1 3-SM "� 5 ', 2 .j . 1 =-' � , 4 L':16d 1 4;' L - 86d `.=: 1 10401110112201 1355' JUS49: ': "j w548 ^I :.18 .3-5/e L' E7/8 1 2 ,' 1' .1 �- -a ' led I' 4. I '":76d'":-'113z51751D: 16451 1355 f "j6 ' 3-9/16 4-13/16 I .2... 1-718 _ �70 ,10d I'�.4�I�"'�tOB-i: Y 11go 11405.j 15151 755. 755 '.HU546-?.-_- j HUM ':� 14e. I i 3.5/8 5.: ..2 .I ... 1- ..4 -16d 1'.4' P '-'16d :. 1085 12351 ,3os1 1155 ;' HUS461F.' ' . ' HUSC46 � } -14'..' 3-5/8 5:: :' 2 .:, I .: ' = > 4 . . 16d 1 4 c- - : 16d -... 10BS 17235 1300 11155 HU548"� = . 4' HUS48 "I :" 14' 1 3-5/8 1 > � T. - ,. 2. I ::1 :=1 " = 6 1 16d 1 6::.j", '16d ,: 1 116251 1850 11995 1 1810 4x8. HUMP '- I'HUSC49 '.! ib i 3.5/e¢ '7. 2 1 1 -1 6 1 led 1 6-. 1-, :16d' 1 1625 111150119951 1810 1 H046', .(._G.E HU46" �dl`14: 3-9/16 ,5-1/i6 2.12I 1-7/8' Win 1 8 "46d 4 tOd ..1123011390114901 780 P SX" 1211715E'I 20P5 122251 1170 _ ,. H04SF.:".:_{ _H6C46 - ' 14" 3-9/1fi5-7116", ... f 2-12' 6...' ,. _. - No. fAn I 8 12 i6d f 4 - 6. �-{ 1' '.10d:: . , i j 12301 1390 11490 1 780 $, R5, 18501 2085'1 22351 1170 14 . 3An 6-15116 , - 2112 I ... 1-4 ..... -t''Ln Maz 71, 14 ,. 16d 1 I 4 6, ' tOd : ` ISO 1735 186a 1 . 780 12 2155 2430 2610 1. 1170. PD481F =. r? HUC4B . ? ', 4 " i 3-9/i 6 .. �- 6-75/16 2.124 (-' '.1 _ .' "actitn -1 . Max _f 1U 14 ..tad :.. 4 - ' 10d. ' 15401 iT.S i 136s l 780 ' ZI551 2430 1261E 1170 . . JUS48 i LUM 1 18 1 3-5/8 6-7/8 2 1 - 6 16d 4 1 16d 1325115101 1645 1355 JUS410 1 LUS410 I 18 3-5/8 8-7/8 2 I 1. - 8 led 6 16d 18451 2I05. 229E 198E SUH410 U410 I 16 3-9116 8-3/8 I 2 11.1/8 _ 16 10d 6 I 10d 2000I 2245 j'242E 1135 1135 16 16d 1 6 10d I2350 267061288E HUS48 I HUS48 I 14 13-5/8 i 7 1 2 1 1 6 led 1 6 1 16d 1 1625 185E 1 1995 1810" HUS481F I HUSC48 1 14 1 3-518 7 1 2 1 1 - 6 tad 16 1 lad 11625 .1850 I r H048 1 HU48 14 3-9/16 I 6-15/76 I 2-12 I ,-1R Min 10 16d 4 1od 15401 1735" Max 1 14 6 2155'124M 4x10 HD481F HUG48 I 14 3-9116I 6-15/16 I2-121 Min 10 16d 1pd 15W 11735 2610 q1I Min 1 14 6 215512430, HUS410 I HUS410 1 14 3-5/e 8-7/8 2 1 - 1 8 i6d 1 8 16d 1211E 2465 I HUS4101F ! HUS0410 1 14 1 3-5B 8-7l8 2 1 - 8. 1 16d 8 16d 12170 2465 2660 221E ' H0410 I HU410 74 3-91161 8-13/16 I2-12 1-1/8 Min 14 1� 6 10d 2155124301200 1170' 3725 I 195E Max 20 10 30801 3475' H04101F I HUC410 74 3-91,6I 8-73/1fi 2-12I - Mn 14 i6d tOd 1 2155124301 �5 1195E Mzx 20 70 H0041CIF I MUC0410 1 14 3-an61 9 1 3 I 1-12 I - 12 1 6 WS3 19015 1 S590 5590.1 2975 I 131, R7, F32 11 Upfdt pads have been increased 6A forw(ind orseismic loads; W fuller harease sha8 be permitled. 2)16d sinkers (0.148 da. x 3-1/4' long) maybe used at 0.84 of lye table load where lad commons are specified. This does not apply to JLIS, HUS, MUS slant nab hangers 3) WS3 Wood Sans are 1/4' x 3' long and are Ndaded with H00 hangers, 4) t7417 C• 10d nails are 0.148' dia. x 3' long, t6d nails are 0.162' dia. x 3-12' long. lim products or updated product information are designated in blue font corrosion Rnish ®Stainless Steel ♦=Gold Goat MEG GiTdple Zinc '�rfa•: w 119 III MINIMUM GRADE OF LUMBER Top Chord 2x4 SYP J2 SPF #1/S2 a.'DaOar Coll Choral 2x2(•) OR 294 SP #2N OR SPF #1/#2 or Dollar WTDp 20 SYP #0 or Dollor (•)•2s3 MAY DE RIPPED FROM A 2Ka. (PHCHED OR SQUAnFJ ' (••) ATTACH FAON VALLEY TO EYEHY SUPPORTING 'MUSS. WITID (2) IOd BOX (0,106' x O.0 Well ICE —HARED FIB IDC'aDDDI. ASCE 7.10 ��PH TANS, ..�+.— MEAN HEIONG ENCLOSED SLOWING. EXP. O. HESIOENCIAL. WIND TO DL-O PSF. Cu I� 2.9 UfROCtt°RCOI AS NAED Wa SK4 W-01' Max W-0"Max -IF rus c-,— EDE,=ZhtZia m I 20'-0" Max (4*) • SUPPORTING TRUSSES AT 24n O+Q; MAXIMUN SPACING, TRUSS SQUARE BOTTOM VALLEY. UNLESS SPECIFIED ON 11161EER'S SEALED DESIGN, APPLY IX4 'T—BRACE, BOX LENOTII OF WED, VALLEY) E0, BANE SPBmES AND CRAVE OR BETTER. ATTACHED VADI lid Da% (O.ISS' S.D HAILS AT D' DU, ON DONHNUEUS LATERAL BMOINO, EQUALLY SPACE, FDN Y ICAL VALLEY WEBS GR ATER TIM T'—E'. MMIUM VALLEY VERTICAL HEIGHT MAY NOT EXCEED W—O', TOP 11HURO OF muss BENEATH VALLEY SET MUST BE DRACED WRIh PROIIINI.Y AATTAOAED, RATED BREATHING APPLIED PRIOR TO VALLEY TRUSS oft IHSISUATIOry ORHUNS AT 24' 00. ON AS UIIlERWISC SPWnED DR ENGINEERS' 3MED DESIGN BY VALLEY TNUSNEs USED W LIEU OF PURLW SPACING AS SPECIFIED ON ENGINEERS' SEALED -DESIGN. (+,K)C NTIIXTNEttVALLEY LI4 MEASUIf1P ALONG THE SLOPE OF VIERTOPPFCHURDN°SB (+a) IAIIOER SPANS IMY BE BUILT AS LONG AS TIjE VERTICAL HEIOIH DOES NOT EXCEED 12—G'. BOTTOM CHORD MAY DE SQUARE OR PITCHED CUT AS SHOWN. 12d �nro,1.1 CUT CHORD Wa+ OPTIONAE STUD END VEfT [CAL vv C= T— I-n T t—E EnagaE hmchp h not Iha nip rifflir of here dulpneb plate ""4 Our Don futalmlor, pHsaCe Oscuny �hour an swllvntd to lath pnfl rddas Hgonlinp erEallvn hnclnq TNah Is BIEBEE TegvLed to prrvenl 1 EDVV� IOn and dominohl; Life; LeeOWE mA ppMnonenl hnrin; TNah my' he Toga apeoub cpplbagvoa. Sea'OISI-01 B1m umar sheaf ILmn uloeF and Fell datlord IN hund;ng ImlI51 A Dnbg metal plate cmmeeltd rood Latin BD Tnuu on IoM enchd and Waned In lot`eaid In o aLa'ghl and tumh I Then no EMalln; h upplied Mali, IQ the 1v bards, they Shall BE 6m 1pnNld on ILa M MIgr tumu EholIN Canine Egh molonoMe cots OPTIONAL HIP JOINT DETAIL . FRAMING TO LL 20 20 pSIP 7C DL 10• 16 PSF EIC DL 10 10 PSF OC LL 00 00 PSF TOTAL LOAD 40 46 PSF Dl7 =l EICIMI 1.25 1.25 ,= 4J on ac � 5PF p HF sp =C N DFL > v HF a) a SP c�7 DFL SPF E Osp HF r DFL Va. EpAa[ TppL aDl 7. D Gamble. Enc6 -Frus.s �tia emos rya or"Z A IVUD G Group AG1aup 1auP SUP A jO SOUTHERN iRuss COMPANIES 1nW/.....mc,u.... m and Oradea _ PI GABLE MUSS DE(AIL Nalul LK LCAD DEPLECNoN ccngML% AD IA40, D1BSFun DN1NU0MPr TCDEAD LDAnu�u oMai'7mle�—wnUx ntvnVtn D PLYWDDUz• DyE7i 0. A ACH EpC}1 't' BRADe V1R11 tad NAIL. 1 ppRENlt7 I'' BMDE SPACE NN1.9 AT R• Cc. I, ltl' U Zj 9 ANd k D0. BETWEEN ZDI�F9. 1r) p0R Z) R BRADZDI SPACE NAILS AT S DC, i,ZONES AND D• D0. BErWEEN ZUNE9. MEMDEERCIIE,,ffr BE A MINIMUM or cox Dr WEB nAa Eml P TE 91Z 9 M I ND Bp u EBB TI h—n 1114 DH our Z13 l RRAIER 11'-1D"D", y,h URMTER t t —D R.ax4 D C R B 90 PE%1t DPLICE AND HEEL PLATED, / r I WCT511hyll nTi-1a Friction bracing 11 nol ulc ntpoof bun dwlpn°g po nw inDl lobdcolw, pmant accNwec m cwV°nAd Io I Bdrka npor,Anyq °notion bracing a11ayE nquind to -1 and domhWlnp d�ublp motion annamnl bnc >Thidi m° Ad In handn 11111 nas°IlUbin °m Mardmun Total Load 61) PSF SPACING AT 2e O.C. -Tvpog�al Rigpyb;aeck MINIMUM GRADE OF LUMBER Top Chord 2x4 SYP 02 ar hell.' Doll Chord 2x4 SYP )?2 or bailer Web. 2x4 SYP R3 yr b.l1.r DEFER TO SEALED DESIGN FOR DASHED PLATES SPACE PICOYBACK VERTICALS AT 4' OC MA). T AND BOTTRECTOM .Y CHOR%INSSPLIC MUST DE STAGGERED SO THAT ONE SPLICE 13 ATTACH PURLINS 70 qTOTHPl ��OFpFFLAAT TOP CHORD. IF PIOOYUACK IPAY BE APPLIED 6ENEAiH THE TOPCC CHORD OF OMITTED, REFER TO ENGINEER'. SEALED DESIGN FOR REQUIRED PURUN SPACING. THISDETAILIS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: U-0 MPH WIND, 30' MEAN HOT. ASCE 7.10 CLOSED BLDG. LOCATE) ANYYRIERE IN ROOF, i ML FROM COAST CAT I, ERP C, WHO TO Dls"G Par, WIND OC bL- PSF 140 MPH WMO. 30' MEAN HGF. FBC�010 ENCLOSED OLDO. LOCATED ANYWNENE IN HOOF WINO TO -DL-D PSF, WIND DC OLwb PSF. WEB BRACING CHART WEB LENGTH REQUIRED BRACING 0' TO 7'0" NO BRACING 10 "T" BRACE. SAME GRADE; SPk`CIE$ AS WEB 7T TO 10' MEMBER, OR BETTER AND BD7. LENGTH OF WEB MEMBER. ATTACH WITH Bd NAILS AT 4" O/C. 2x4 "T" BRACE. SAME GRADE, SPECIES AS WEB 10' TO 14' MEMBER, OR BETTER AND 1307. LENGTH OF WEB MEMBER. ATTACH WITH 16d NAILS AT 4" O/C. Fort Pierce so JOINT SPANS UP TO TYPE 30, 34' 38' 52' A 2x4 2.5x4 2.5x4 3x5 D 4x6 5x6 5x6 5x6 C 1.5x3 1.5x4 1.5x4 1.5x4. D 5x4 5x5 5x5 5x6 I I'I IOIC laic I 0 C I CL ' W/ ce r r-n T r-e � Dection bmdDg b not But mepomlbilly of Imn dnlgner, plats nor Iron labrk0lo6 PnaD HecUny bona um wulloned to it DMcs regarding eradlon blinding eNch It altdys Rqulmd Io pl and dominoing dudng emclPoR and peman ml Imdng tldah may specMm upplkeuom. Sit'BCSI—Di Summary sheet CNmnenlory oI dullons Ior hmdruy, imlvging A bmdng metal plot, umeeled wood Tm is Em to be ended End fasbned In Imlmed In a dmlghl and them no a NN, Is oppried Alcul Iv the Iop chords, upf shun speclUd on the mA algn. Tmeses thug be handle with mmoml �Dagen to Rmnl damage, cue Maximun Loading 55paf at 1.33 Durallon Factor 50paf at 1.25 Duration Factor 47pa( at 1.15 Duration Factor SPACING AT 24" O.C. SCAB -BRACE DETAIL Note: Scab-Braang to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of web THIS DETAIL IS NOTAPLICABLE WHEN BRACING IS ' REQLHREGAT'1/3-POINTS OR I -BRACE IS'SPEGIFIED.''' APPLY 2x SCAB TO ONE FACE OF WEB 1MTH " 2 ROWS OF 10d 13" X 0.131') NAILS SPACED 6"'O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. ' ' �\ MAXIMUM WEB AXIAL FORCE 2800 Ibs MAXIMUM WEB LENGTH=12'-0" SCAB BRACE 2x4 MINIMUM WEB S!ZE- MINIMUM WEB GRADE OF#3 Nails / section Detal \ Web Scab -Brace must be same species grade (or better) as web member. T-BRACE / I -BRACE DETNL Note: T-Bracing / (-Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to co0vert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size I NallSize. Nail Spacing 1x4 or 1x6 10d 8" O.C. 2x4 or 2x6 or 2x6 16d 8" o.c. Note: Nail along entire length of:T-Brace / I -Brace (On Two-Ply's Nail to Both Plies) .. altemat- ----- WI Nals alternate position Nails Web Na1s/ I -Brace Nails Brace Size for One -Ply Truss Specified Continuous Rows of Laferal Bracing Web Size' 1 2, 2x3 or 2x4 1x4 (') T-Brace .1x4 (') I -Bra 2x6 1x6 (') T-Brace 2x6 I -Brace 2x8 2x8T-Brace 2x8I-Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size I 1 2 2x$ or 2x4 12x4 T-Brace 12x4 [-Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 12XB T-Brace �o t. o-.._ 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, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Bre"wA-Brae For SP truss.lumber grades up to #1 with 1)bracing material, use IND 55 for T-Brace(I Braa Job Truss Truss Type Oty Ply MW-69-Grenadine- Club -Cult Al Roof S ecial p i 1 Job Reference (optional) -' Southern Tr ss—FE Pierce. FL., 34951 = -- --"'- "---' Run 8H S-Avt;13201S Pdnc 8.310 SAug 132019 MRek Industries. Inc, Mon Dee 3013:50nb-- — - ——Page>t -- ID:gk72aeHo_vrygRu35gOOMTyMFnX_OzvHvLYSgCPLKkOOV5iDGW7ltDyyhEJTD2v4dt3mjj 3U0 ]-e-5 i10-15 ]-0-12 11A SSS 5-0-5 6i-13 2-0-g I Z >-0.5 60.11 i ,6-e-0 h 3.1-e 1 �6-03 c I 942 Scale = 1:73.5 Plate Offsets (X, Y): [2:0-4-12,Edge],[5:0-2A,0-2-0],[6:0-2-8,0-1-0],17:0-5-4,0-2-8),[11:04-12,Edge],117:0-5-12,0-3-4],[20:0-2-3,0-1-0],[22:0-2-3,0-1-01 Loading TCLL (roof) TCDL BCLL BCDL = { (psf) 20.0 15.0 0.0 10.0 Spacing Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.25 YES FBC2017/TPI2014 CSI TC 0.99 BC 0.87 WB 0.89 Matriz-MS DEFL In Vert(LL) 0.22 Vert(CT) -0.52 Horz(CT) 0.19 (foe) Well L/d 16-17 >999 240 16-17 >929 180 11 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 2461le FT=20% LUMBER 6) Provide mechanical connection (by others) of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 549Ib uplift at joint BOT CHORD 2x4 SP No.2 *Except* B2:2x4 SP No.3, 2 and 518 lb uplift at joint 11. B4:2x4 SP M 31 LOAD CASE(S) Standard WEBS 2x4 SP No.3 *Except* W2:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-6 oc bracing. - WEBS 1 Row at Mdpt 5-16, 7-16 REACTIONS (lb/size) 2=1945/0-8-0, (min. 0-2-5), 11=1945/0-8-0,(min. 0-1-10) Max Horiz 2=243 (LC B) Max Uplift 2=-549 (LC 8), 11=518 (LC 9) FORCES (lb)- Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3423/883, 34=-3514/931, 4-5=-3498/957, 5-6=-2469/683, 6-7=-2107/675, 7-8=-2394/663, 8-9=-3009/800, 9-10=-3153/779, 10-11=-3419/839 ' BOT CHORD 2-19=-886/2975, 5-17=-1701754, 16-17=-811/3091, 15-16=-332/2064, 14-15=454/2554, 13-14=-454/2554, 11-13=-612/2982 WEBS 3-19=-516/250, 17-19=-870/2952, 5-16=-1218/531, 6-16=-174/738, 7-16=-142/279, 7-15=-209/606, 8-15=-717/366, 8-13=-125/553, 10-13=-363/260 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.Opsf; h=16ft; Cat. 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 pending. 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. \oI\ k I I I I W111/ ��0.�PN M 84�./ii i PE 76051 �� �`. ORIDP•��'��� ////SS 01VAENG\\\\�� Job Truss Truss Type Oty Ply MW-69-Grenadine- A2 Roof Special 1 1 Job Reference (optional) Club-Cust Southem Truss;FLYierce, FL, 34951 "-"' _---"' - " Run-.S.31 S Aug 132019 Print: 8.310'S ug 132019 MITeklndustbesjlne: Mon Dec 3013:50:57' " `= '-- ID:gk72aeHo_wygRu35gOOrgTyMFnX-SaXH UFMB07KGyUJaxCcxmU2BTHYbhBwSiso5c3y3mii 22d1{]z8.02S40 4 1S18A5 i ]-5�12 12-011p..18�1 24-0 5x5- I 7. 5 0-0-11 611-0 411-12 7t12 7- 8 Scale = 1:73.5 Plate Offsets (X, Y): [2:0-4-12,Edge],[5:0-2-4,0-2-0],[8:0-2-8,0-2-4],[11:0-4-12,Edge],[17:0-5-12,0-3-4],[20:0-2-3,0-1-0],[22:0-2-3,0-1-0] Loading - { (psf) Spacing 2-0-0 CSI DEFL In floc) Well L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.24 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.56 16-17 >862 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.21 11 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix -MS Weight: 245 lb FT=20% LUMBER LOAD CASE(S) Standard TOP CHORD 2x4 SP No.2 *Except* T5:2x4 SP M 31 BOT CHORD 2x4 SP ND.2 *Except* B2:2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing. WEBS 1 Row at midpt 5-16, 7-16. 9-15 REACTIONS (lb/size) 2=1945/0-8-0, (min. 0-2-5). 11=1945/0-8-0.(min. 0-2-5) Max Horiz 2=245 (LC 8) - Max Uplift 2=-548 (LC 8), 11=-548 (LC 9) FORCES (Ib)- Max. Comp./Max. Ten. -AI] forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3423/882, 3-4=-3514/930, 4-5=-3498/956, 5-6=-2442/675, 6-7=-2315/711, 7-8=-2254/704, 8-9=-2634[714, 9-10=-3207/884, 10-11=-3409/866 BOT CHORD 2-19=-888/2975, 5-17=-1701756, 16-17=-812/3090,15-16=-426/2341, 14-15=640/2961, 13-14=-640/2961, 11-13=-640/2961 WEBS 3-19=-517/250, 17-19=-871/2956, 5-16=-1256/543, 6-16=447/1675. 7-16=-855/380, 7-15=-348/153, 8-1 5=-1 71/754, 9-15=-823/399, 9-13=01327 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd!ASCE 7-10; Vult=160mph(3-second. gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. M - e< 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); \\\ p,N \\ \ �C Lumber DOL=1.60 plate grip DOL=1.60 �\ �L% E/V `sC` ��L 3) Provide adequate drainage to prevent water ponding. ♦ 4) All plates are MT20 plates unless otherwise indicated. PE 76051 \� 5) This truss has been designed for a 10.0 psf bottom x chord live load nonconcument with any other live loads. y} 6) Provide mechanical connection (by others) of truss to bearing capable of withstanding 548 lb uplift at joint = plate 2 and 548 11, uplift at joint 11. i -)3O 1\ .,, '`•r \ oNA ENG\\\\\� � � Job Truss Truss Type Ply MW-69-Grenadine- Club-Cust A3 Roof Special 1 IQ 1 Job Reference (optional) Southem Tmss: Ft. Pisrce-FL, 34951 —r--- -Rum. S-31-S-Aug 132019Flint 8.3103Aug 13-2019 MRek laduslries,Inc. Mon Dec 3013:50:5I _—.---Yage:l - ID:gk72seHo_wygRu35gOOrgTyMFnX-Sa HUFMBWKGyUJaxCcxmUZAwHYkhBxS[soSc3y3mli 2b5A R-OU-05 Si0d5 7-0-12 4411 2d-0 S-0-N F&ID 2-0-0 0 0.13 M 26 � 7.0.5 ~ fi�0-11 611-p � bt1.12 I E-2-ID E9-10 Scale=1:73.5 Plate Offsets (X, Y): [2:04-12,Edge],[5:0-2.4,0-2-0],[8:0-2-8,0-2-4],19:0-2-8,0-3-4],[10:0-4-12,Edge],[16:0-5-12,0-3-4],119:0-2-3,0-1-01,[21:0-2-3,0-1-01 Loading (psf) TCLL (roof) 7 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Spacing 2-1-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/7PI2014 CSI TC 0.99 BC 0.90 WB 0.67 Matrix -MS DEFL In (loc) /deft Ud Vert(LL) 0.25 15-16 >999 240 Vert(CT) -0.56 15-16 >852 180 Horz(CT) 0.22 10 We n/a PLATES GRIP MT20 244/190 Weight: 240 It, FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2:2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing. WEBS 1 Row at midpl 5-15, 7-15 REACTIONS (Ib/size) 2=1945/0-M, (min. 0-2-5), 10=1945/0-8-0,(min.0-2-5) Max Hertz 2=245 (LC 8) Max Uplift 2=-548 (LC 8). 10=-548 (LC 9) FORCES (Ib)- Max. Comp./Maz. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3423/882, 34=-3513/931, ' 4-5=-3497/957, 5-6=-2444/673, 6-7=-2364/708, 7-8=-2432/735, e-9=-2806//58, 9-10=-3440/893 BOT CHORD 2-18=-887/2975, 5-16=-172/752, 15-16=-813/3089, 14-15=-488/2609, 13-14=488/2609, 12-13=-659/2992, 10-12=-657/2995 WEBS 3-18=-516/251, 16-18=-872/2952, 5-15=-1252/547, 6-15=-415/1662, 7-15=-936/415, 7A3=488/205, 8-13=-202/910, 9-13=673/335, 9-12=01265 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpI=0.18; MWFRS (envelope); Lumber DOL=1.60 DOL=1.60 \ \ \ [Vj- S�� plate grip drainage 3) Provide adequate to prevent water pending. 4) All are MT20 unless othenvise indicated. GENS��/)- plates plates 5) This truss has been designed for a 10.0 pat bottom live load noany other live loads. 7 i i PE 76051 chord al connection b 6) .Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 5481b uplift al joint2 and 54816 uplift at joint 10.STAT LOAD CASE(S) StandardOsONAII5N\\\\J� wdx�" Job Truss Truss Type Oly Ply MW-69-Grenadine- A4 Roof Spec p 1 1 Job Reference (optional) Club -Cult Sbuthem Truss, Ft. Pierce, FL.., 34951' - "-°" ""-"` Runr. 31TSTug132M9 Print B.310 S Aug 132019 MiTek Industries. Inc. Mon Dec 3013:50:57 � -Page: 1-- ID:gk72aeHo_wygRu35g00r9TytdFnX.SaMUFIdBD7KGyUJexCr„xmU2BiHZBhBzSisoSc3y3mji M" 2-0.0 I 78s I 51045 I A092 I 6-0 10 { s-88 owl '5sA I TSB-B s o-0 0.o-14 5x5= I 7-0-5 fi-0.11 611-0 8-11-12 5-3-12 SB-8 scale=1:73.5 Plate Offsets (X, Y): 12:0-4-12,Edge],[5:0-2-4,0-2-01,[8:0-2-8,0-241,[10:0-4-12,Edge],[16:0-5-12,0-3.4],[18:0-2-0,0.2-8],[19:0-2-3,0-1-0],121:0-2-3,0-1-0] Loading T (psf) Spacing 2-0-0 CSI DEFL In (loc)/deft Lld PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.24 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.54 13-15 >893 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.20 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 236 lb FT=20% LUMBER LOAD CASE(S) Standard TOP CHORD 2x4 SP No.2 -Except* T3:2x4 SP M 31 BOT CHORD 2x4 SP No.2 -Except* B2:2x4 SP No.3, B3:2x4 SP M 31 WEBS 2x4 SP No.3 •Except' W3:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing. WEBS 1Row at midpt 5.15.7-15 REACTIONS (lb/size) 2=194510-8-0, (min. 0-2-5), 10=1945/0-8-0, (min.0-2-5) Max Hertz 2=245 (LC 8) Max Uplift 2=-548 (LC 8). 10=-548 (LC 9) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3423/882, 3-4=-3510/931, 4-5=-3493/957, 5-6=-2451/671, - 6-7=-2426/698, 7.8=-2616/764, 8-9=-2986/795, 9- 1 0=-3484/912 BOT CHORD 2-18=888/2975, 5-16=-176/743, 15-16=813/3083, 14-15=-558/2914, 13-14=558/2914, 12-13=-690/3048, 10-12=-690/3048 WEBS 3-18= 514/251, 16-18=-875/2942, 5-15=4235/547, 6-16=392/1610. 7-15=.1085/475, 7-13=-714/263, 8-13=-227/1053, 9-13=-531/280 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vatic I 60mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. \\\ PN NI • gC �j/ 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 \\ _\CENS 3) Provide adequate drainage to prevent water ponding. / F ♦ ,L / 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom / PE 76051 ,chord live load nonconcurrent with any other live loads. I! * I 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5481b uplift at Joint AT ! 2 and 5481b uplift atjoint 10. _ _ :0 1,( \ D s oNA /IIIi I ENG?\\\\ u Job Truss Truss Type City Ply MW-69-Grenadine- Club-Cust A5 RoofS ecial p 1 1 Job Reference (optional) -- — Southem Truss, FL Pierce, FL., 34951 = - — "—-Run:8.31 Sdmg-13,24119 Print:8.310SAug 132W9Mfl%klndusVies,JOce1A0n Dec3U 13:5Ub8 ID:gk72aeHo_wygRu35gOOMTyMFnX-wm5faNp RS7aeunVW7AJhbLchWOet=WX09Vy3mjh zno tool-s I sto-19 1 pans I si i �2.sia�l 2aa` 4`2.0 5x5- I 785 I 6-041 6-01-0 0-04 I 52-9 62C Scale = 1.73.5 Plate Offsets (X, Y): [2:0-4-12,Edge],[5:0-24,0-2-0],[7:0-1-12,0-1-8],[9:0-2-8,0-24],[11:0-4-12,Edge],[17:0-5-12,0-3-4],[19:0-2-0,0-2-8],[20:0-2-3,0-1-0]. [22:0-2-3,0-1-0] Loading i (psf) Spacing 2-0-0 CSI DEFL In (loc) I/tlefi L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.26 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.61 14-16 >785 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 HOrz(CT) 0.22 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 240 lb FT=20% LUMBER LOAD CASE(S) Standard TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 -Except' B2:2x4 SP No.3 WEBS 2x4 SP No.3 -Except W3:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 14-12 oc bracing. WEBS 1Row at midpt 5-16,7-16 REACTIONS (Ib/size) 2=1945/0-8-0, (min. 0-2-5), 11=1945/0-8-0. (min. 0-2-5) Max Horiz 2=245 (LC 8) Max Uplift 2=-548 (LC 8), 11=548 (LC 9) FORCES lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3423/882, 34=3512/931, 4-5=-3496/957, 5-6=2449/671, 6-7=-2425/704, 7-8=3666/1006, 8-9=-3237/878, 9-10=-3349/928, 10-11=-3509/934 BOTCHORD 2-19=-887/2975, 5A7=-175/746, 16-17=-814/3087, 15-16=-549/2861, 14-15=-549/2861, 13-14=-536/2743, 11-13=-720/3080 WEBS 3-19=-515/251, 17-19=-875/2948, 5-16=-1244/549, 6-16=409/1653. 7-16=-1078/480, 7-14=-284/1026, 8-14=-1668/470, 9-14=-225/1009, 9-13=-139/371, 10-13=274/205 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) \\\\\\N NI- B Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. � II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); �\ Q— _—__/ Lumber DOL=1.60 plate grip DOL=1.60 �\ /�OCEN& 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. f PE 76051 5)r This truss has been designed for a 10.0 psf bottom chord live load noal connects with any other truss loads, _ I 2!- 6) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 548 lb uplift at joint 1 STAT �2 and 548 to uplift aCjoint ll. - '' i <ORIDF \ �NAI I ENG \\\\� Job Truss Truss Type Qty Ply MW-69-Grenadine- Club-Cust A6 Roof S ecial p 1 1 Job Reference (optional) Southern Tiuss,`Ft Pierce; FL., 34951— "" "- ""'"-—"--'Run:8.3TS Aug 132019 Print 8.3105Aug 132019Mi7eklndusitles, Inc. Mon Dec30135b9:S9le.---- ID:gk72aeHc wygRu35gOOMTyMFnX-OzflmNRkla CoTz3dePrv8ZU5Er95019AHZhyy3mig 3058 R-0 7-0-5 5-10.15 7-0-12 5-2-12 S1-11 2-6-0 6108 2-0-0 0-0-14 5,5= M ]-0-5 8-0-11 6-11-0 I fi-7.11 i 8-04 tD4 Scale = 1:73.5 Plate Offsets (X, Y): [2:0-4-12,Edge], [9:0-2-8,0-2-0], [10:0-4-12,Edge], [12:0-1-12,0-1-8], [16:0-5-12,0-3-4], [19:0-2-3,0-1-0], [21:0-2-3,0-1-0] Loading T (psf) Spacing 2-0-0 C51 DEFL in (I -) /deb Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TO, 0.80 Vert(LL) 0.214 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.56 15-16 >851 180 BCLL 0.0 Rep Stress In YES WB 0.67 Horz(CT) 0.22 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 2331b FT=20% LUMBER TOP CHORD 2x4 SP No.2 *Except` T2,T5:2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except* B2:2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-15, 7-15 REACTIONS (lb/size) 2=194510-8-0, (min. 0-2-5), 10=1945/0-8-0,(min. 0-2-5) Max Horiz 2=245 (LC 8) Max Uplift 2=-548 (LC 8), 10=-548 (LC 9) FORCES (Ib) - Max. Comp./Max. Ten. -Al forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3423/882, 3-4=-3515/932, 4-5=-3499/958, 5-6=-2444/673, 6-7=24091711, 7-8=-3355/880, 8-9=-2989/844, 9-10=-3395/865 BOT CHORD 2-18=-887/2975, 5-16=-171/752, 15-16=-813/3088, 14-15=-521/2755, 13-14=-52112755,12-13=-803/3703, 10-12=-622/2942 WEBS 3-18=-517/251, 16-18=-875/2957, 5-15=-1252/547, 6-15=-424/1680, 7-15=-1040/455,7-13=-207/830, 8-13=-1030/401, B-12=-1219/323, 9-12=-205/1144 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Fxp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5)- This truss has been designed for a 10.0 psf bottom chord live loacLnonconcument With any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 548lb uplift at joint .2 and 548 lb uplift at joint 10. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MW-69-Grenadine- Club-Cust A7 I Roof Special I 1 I 1 I I Job Reference (optional) Southern Truss, Ft. Pierce, FL:. 34951 S-Aug132019 Print:8.310 S Aug 132019 MITek lndustnes, lnc-Mon Dec 3013:50:59 -Page:,1 ID:gk72aeHo_wygRu35gD0rgTyMFnX-0zf1 mNRkla CoTz3dePrv8VB5Fn91019AHZhyy3mlg 20.o-a 32-Se 2-0-0 6dp-0 6-0-0 t -7.5 6L-] 5<-11 2-t 4AN 2-0.0 0-9-1 0-41 a bto-0 i tl,, I 683 I I I-]-2 i ]-it-t5 50.4 Scale = 1:735 Plate Offsets (X, Y): [E ge],(6:0-1-4,0-2-12), [/:0-3-0,Edge],[11:0-2-8,0-2-4], [12:0-4-12,Edge],[14:0-1-8,0-1-8], [17:0-2-12,Edge],[19:0-1-8,0-2-8], I22:0-2-3,0-1-01, 24:0-2-3, Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)/dell L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.31 16-17 >999 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.86 Vert(CT) .0.68 16-17 >711 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.19 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 237 lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 *Except* T3:2x4 SP M 31 SOT CHORD 2x4 SP No.2 *Except* B4,B5:2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing. WEBS 1 Row at midpt 9-17, 10-16 REACTIONS (lb/size) 2=1945/0-8-0, (min. 0-2-5), 12=194510-8-0,(min. 0-1-10) Max Horiz 2=245 (LC 8) Max Uplift 2=-548 (LC 8), 12=-548 (LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3428/888, 34=-2845/751, 4-5=-2676/775, 5-6=-2511/704, 6-7=-265/503,8-9=-2384/705, 9-10=-3473/885, 10-11=-31281849, 11-12=-3494/887 BOTCHORD 2-21=-896/2981, 20-21=-896/2981, 19-20=-896/2981, 6-17=-361/1516, 16-17=-560/3030,15-16=-101714352, 14-15=1017/4352,12-14=-670/3051 WEBS 3-21=01257,3-19=-503/296, 5-17=-511/297, 17-19=-650/2491,9-17=-1113/456, 9-16=-123/815,10-16=-1452/504, 10-14=-1721/466, 11-14=-266/1327, 6-8=-2408/918 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3), Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom phord live load ngnconcuvent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 548 lb uplift at joint 2 and 5481b uplift at Joint 12. LOAD CASE(S) Standard 3ik M. B</�/�/II���ii PE 76051 ` S AT ORI ID P '��\� Job Truss Truss Type Oty Ply MW-69-Grenadine- Club -Gust A8 Roof Special Girder 1 1 Job Reference (optional) Southern Truss, Ft. Pie2e, FL., M95T —Rum8.31S Aug 1320WPnht-8.3105 Aug 132019MReklndusuies, Inc. Man Dec 3013:50:59 Page:A__ ID:gk72eeHo_wygRu35gOOmTyMFnX zt1mNRkla_CoTz3dePw8%t5E092P19AHZhyy3mjg 21L 11 211&it-e 534 fi-3-15 a 13 6-EO 6E-0 2.6-0 2.10-8 2-aa 2-tOJ 5.7. B.S. I W14 63i 6511 117 tl - 67-12 2iA 3-0.0 Scale = 1:73.5 Plate Offsets (X, V): [18:0-1112,0- e], 1 :0- 0 2 3 00], [5:0-4 0-2-2-8], [O] ,Edge], [9:0-2-8,0-2-0], [10:0-6-O,Edge], [12:0-2-12,0-1-8], [15:0-2-12,0-1-8], [16:0-2-12,Edge], Loading (psf) TCLL (roof) 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Spacing 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017ITP12014 C51 TC 0.90 BC 0.95 WB 0.86 Matrix -MS DEFL in Ven(LL) 0.31 1 Vert(CT) -0.68 Horz(CT) 0.23 (loc) I/defl L/d 13-15 >999 240 13-15 >711 180 10 We n/a PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 253 lb FT=20% LUMBER 6) Provide mechanical connection (by others) of truss to TOP CHORD 2x4 SP No.2 `Except* T4,Tl:2x4 SP M 31 bearing plate capable of withstanding 554 lb uplift atjoint BOT CHORD 2x4 SP No.2 *Except* B3:2x4 SP No.3, 2 and 725 lb uplift at joint 10. B4,B5:2x4 SP M 31 7) Hanger(s) or other connection device(s) shall be WEBS 2x4 SP No.3 provided sufficient to support concentrated load(s) 2.21 lb OTHERS 2x4 SP No.3 down and 167lb up at 37-1-8 on top chard, and 423 Ib BRACING down and 1761b up at 37-0-12 on bottom chord. The TOP CHORD Structural wood sheathing directly applied. design/selection of such connection device(s) is the responsibility of others. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc LOAD CASE(S) Standard bracing. WEBS 1 Row at midpt 4-18, 5-18, 7-16, 8-15 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 REACTIONS (Ib/size) 2=198310-8-0, (min. 0-2-5), Uniform Loads (Ib/ft) 10=2419/0-8-0, (min. 0-2-0) Vert: 1-5=-70, 5-6=-70, 6-8=.70, 8.9=-70, 9-11=-70, Max Horiz 2=232 (LC 8) 17-26=20, 16-29=-20 Max Uplift 2=-554 (LC 8). 10=-725 (LC 9) Concentrated Loads (lb) FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 Vert: 9=-90,12=-423 (lb) or less except when shown. TOP CHORD 2-3=-3503/896, 3-4=-2965/803, 4.5=-23341661, 5-6=23271688, 6-7=-2711/726, 7-8=-3965/1014, 8-9=-4158/1209, 9-10=4518/1285 BOT CHORD 2-21=-887/3047, 20-21=887/3050, 19-20=-887/3050,18-19=-662/2581, 6-16=248/885, 15-16=713/3497, 14-15=-1663/6472, 13-14=-1663/6472, 12-13=-1656/6476, 10-12=-1050/3983 WEBS 3-19=-565/269,4-19=83/477, 4-18=817/393, 5-18=-388/56, 16-18=-397/2197, 5-16=-219/1071, 7-16=-1440/566, 7-15=-153/868, 8-15=-3052/975, 8-12=-2734/760, - 9-12=-462/1802 NOTES 1) Unbalanced roof live loads have been considered for thisNI_e( 2) Wind:ASCE 7-10; Vult=160mph (3-second gust) ��\\ Q' �.�CENS� Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); / PE 76051 v Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ate d 1 7(- l 4) All are unless otherwise Indicated.t.-.. Indicated. _ _ plates plates This been designed 8TAT 5) truss has for a 10.0 psf bottom 1 ` chord live load nonconcurrent with any other live loads. Job Truss Truss Type Qry Ply MW.69-Grenadine- Club-Cust A9 Roof S ecial p 1 1 Job Reference (optional) Southem Truss, Ft. Pierce, FL., 3495T ^- -"-'-- --Run:-8.34-S, Aug 13 2019 Print:8.310 SAug-132019 MiTek lndusMes,Jnc:Mon Dec3013:51;00.- _.-Page_L-. ID:gk72aeHo_wygRu35g00rgTyMFnX-s9DP7G03V2lMy29dL9e06gj4VbOuVluOgO6DOy3mjf 20-0-t 7213122368 20-0 6-]-0 51415 6-1-1 13 0- -12 6-8-0 610-0 1 2-0110. 2-6i -8 22-10-3 1-0 -12 0-&17-28 e-IN 17 O. Scale = 1:67.7 0.3.15 Plate Offsets (X, Y):[8:0-2-8,0-2-4],[12:0-2-12,0-2-8],[13:0-3-0,0-2-8],[19:0-2-2,0-1-0] Loading . 7 (psf) Spacing 2-0-0 Cat DEFL in (loc) /dell Ud PLATES GRIP TCLL (root) 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.27 13-15 >999 240 MT20 244I190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.65 13-15 >679 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 HOR(CT) 0.13 10 n/a We BCDL 10.0 Cade FBC2017ITP12014 Matrix -MS Weight: 223 lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 . BOT CHORD 2x4 SP No.2 *Except* B1:2x4 SP M 31, FI:2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-4-5 oc ' bracing. WEBS 1 Row at midpt 5-13. 7-13 REACTIONS (ib/size) 2=1814/0-8-0. (min. 0-1-8), 10=1661/ Mechanical, (min. 0.1-8) Max Horiz 2=260 (LC 8) Max Uplift 2=-513 (LC 8), 10=448 (LC 9) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-31391823, 3-4=-28721764, 4.5=-28601791, 5-6=-1942/597, 6.7=-1855/606, 7-8=-2080/654, 8.9=-2385/655, 9-10=-3037/803 BOT CHORD 2-15=85812731, 14-15=-607/2193, 13-14=-607/2193. 12-13= 411/2072, 11-12=-619/2634, 10-11=-619/2634 WEBS 3-15=-398/290, 5-15=-147/659, 5-13=786/410, 6-13=-401/1299, 7-13=-1280/429. 7-12=-1201467, 8-12=-152/652,.9-12=-696/348, 9-11=0/284 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Ops1; h=16ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 ` N M. 134 3) Provide adequate drainage to water prevent ponding. 4) This truss has been designed for a 10.0 psf bottom - chord live load nonconcunent with any other live loads. 5) Refer to for truss to truss connections. / \1 / PE 76Q51 girder(s) 6) v Provide mechanical connection (by others) of truss to _ bearing plate capable of withstanding 513lb uplift at joint 10. ]t /STAp 2 and 44B lb uplift at joint _ LOAD CASE(S) Standard _ - �O v\ \ ��NG?\\\ Job Truss Truss Type Oty Ply MW-69-Grenadine- A10 I Hip I 1 I 1 I I Job Reference (optional) Club-Cusl Southern Tnu..- Ft. Pierce, FL.. 3495f'"'- "-- "`""—"--' Run:8.31S Avg-132019 Print 8.310 S Aug 132019 MTok Industries, Inc. Mon Dee 30-1351:00---._:-P-a9eA ID:gk72aeHo_w gRu35gOOmTyMFnX-s9DP7GO3V2irpy29dL9eO6gmrVZHuWku0gO6DOy3mj1 2-0-0 6-99 6-1-11 fi-0-12 0.B-0 53-3 i3-3 S9-it 2-0-0 5x7= 5.5. i 69.9 I 63-] ~ 6-0.1a I I-0.6 I&68� I 6-53 Scale = 1:73.5 11 Plate Offsets (X, Y): [2:0-4-12,Edge], [3:0-2-8,0-3-4],[5:0-5-4,0-2-8],16:0-2-8,0-2-41,[10:0-0-12,Edge],[16:0-5-12,0-34],[19:0-2-3,0-1-0],[21:0-2-3,0-1-0] Loading i (psf) Spacing 2-0-0 CSI DEFL In (loc) I/deFl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.23 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.52 15-16 >917 180 BCLL 0.0 Rep Stress Incr YES WS 0.79 Horz(CT) 0.21 10 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix -MS Weight: 244 lb F7=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B2:2x4 SP No.3 WEBS 2x4 SP No.3'Except' W3:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at mldpt 4-15, 5-14 REACTIONS (lb/size) 2=1945/0-8-0, (min. 0-2-5), 10=1945/0-8-0,(min. 0-2-5) Max Horiz 2=236 (LC 8) Max Uplift 2=-541 (LC 8), 10=-513 (LC 9) FORCES (Ib)- Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3436/870, 3-4=3512/931, 4-5=-2534/688, 5-6=-2120/606, 6-7=-2449/642, 7-8=-3112/793, 8-9=-3194/772, 9-10=-3457/843 BOTCHORD 2-18=-871/2990, 4-16=-170/746, 15-16=-77513075, 14-15=-394/2185, 13-14=-441/2582, 12-13=441/2582, 10-12=-626/3025 WEBS 3-18=-500/245, 16-18=-868/2972, 4-15=-1178/501, 5-15=-268/853, 5-14=-292/146, 6-14=-191/733, 7-14=-682/359, 7-12=-111/526, 9-12=-354/254 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) .This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541 lb uplift at joint 2 and 513 lb uplift at joint 10. LOAD CASE(S) Standard i PE 76051 \ AS T-)3 (i Azz.O iS--' ONA ENG�\�� O Job Truss Truss Type Oty Ply MW-69-Grenadine- A11 Hip 1 1 Club -Gust Job Reference (optional) Southern Truss,. Ft: Pierce, FL.; 34951Run: 8,31 S Aug.132019 Priat,8.310 SAug 13 2019 MITek Indusuies, Inc.Mon Dec 3013:51:00 _ Page: 1. ID:gk72aeHo_xygRu35g00rgTyMFnXs9DP7GO3V2irpy2gdL9e06ghYVbXuUXuOg05D0y3mjf 2-Ue I 69-12 6dt' 1 4-0d2 I 43-0 1 4i4 I E10.12 1 ]-53 i i i r ssiz i 63-0 1 41122 1 e<a � �71-e' i �7V 1 Scale=1:73.5 Plate Offsets (X, Y): [2:0-4-12,Edge], [3:0-2-8,0-3-4], [5:0-2-8,0-2-4], [7:0-2-8,0-2-4], [10:0-4-12,Edge], [16:0-5-12,0-3-4], [18:0-2-0,0-2-8], [19:0-2-3,0-1-0], [21:0-2-3,0-1-0] Loading - (psf) Spacing 2-0-0 CS! DEFL In (too) I/defl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.22 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.53 14-15 >900 180 BCLL 0.0 Rep Stress lncr YES WB 0.93 Horz(CT) 0.21 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 2401b FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except' B2:2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-4-9 oc bracing. ... WEBS 1 Row at midpt 6-15. 6-14 REACTIONS (lb/size) 2=1945/0-8-0, (min. 0-2-5), 10=1945/0-8-0, (min. 0-2-5) Max Hertz 2=218 (LC 8) Max Uplift 2=-525 (LC 8), 10=495 (LC 9) FORCES (Ib)-Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3439/837, 3-4=-3499/880, 4-5=-2784/720, 5-6=-2440/681, 6-7=-2309/603, 7-8=-2688/603, 8-9=-3200/772, 9-1O=3415/769 BOT CHORD 2-18=-824/2993, 4-16=-189f706, 15-16=-700/3046, 14-15=-402/2465, 13-14=-543/2969, 12-13=-54312969, 10-12=-543/2969 WEBS 3-18=-499/239, 16-18=-837/2953, 4-15=-990/431, 5-15=-210/958, 6-14=-445/224, 7-14=-145/787, 8-14=-770/387, 8-12=0/290 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16ft; Cat, II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);Lum plate grip DOL=1.60 3) Provide adequate dequa drainage to prevent ewater pending. LL/ 4) All plates are MT20 plates unless otherwise Indicated. ��' \,\CE/VS \, 5) This truss has been designed for a 10.0 psf bottom 1- i chord live load nonconcurrent with any other live loads. i PE 76051 `1 6) • Provide mechanical connection (by others) of truss tj 1 bearing plate capable in Withstanding 5251b uplift at joint_W.\\ 2 and 4951b uplift atjoint l0.LOAD CASES) Standard�0` gi/ "'o `,ORSONAENG I Job Truss Truss Type Qty Ply MW-69-Grenadine- Al2 Hip 1 1 Job Reference (optional) Club-Cuss -Southem Truss, Ft: 'Pierce, FL, 34951- ---- lumb,31 s Aug 14 aurxenn::n.slusAug iezma. mue6 mousmes, mc. inon uec ov iaa cuw - .ra9e;_i_ ID:gk72aeHo_wygRu35g00rgTyMFn%-sgDP7GO3V2iMy2gdL9eO6glQVb7uYmuOg06DOy3mjt • 2-0.6 HN22 6-1A 2-0.12 63-0 6-0-0 60.5 6.3.11 2O40 $V- a4n 5x7= 11 69-02 1 63-d� 1 1-1121 6-24 i I 62-1 I 8�3-11 i Scale=1:73.5 Plate Offsets (X, Y): [2:0-4-12,Edge],[3:0-2-8,0-3A],[5:0-5-4,0-2-8],[7:0-5-4,0-2-8],[10:0-4-12,Edge],[17:0-5-12,Edge],[19:0-2-0,0-2-8],[20:0-2-3,0-1-0],[22:0-2-3,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (too) Vdeg L/d PLATES GRIP TCLL(roof) { 20.0 Plate Grip DOL 1.25 TC 0.72 Ved(LL) -0.21 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.50 15-16 >955 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.21 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 242 lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' B2:2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-7-3 oc bracing. REACTIONS (lb/size) 2=194510-8-0, (min. 0-2-5), 10=1945/0-8-0, (min. 0-2-5) Max Horiz 2=200 (LC 8) Max Uplift 2=-506 (LC 8). 10=474 (LC 9) FORCES (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3440/797, 3-4=3490/821, 4-5=-3055f766, 5-6=-2910r723, 6-7=-2910f723, 7-8=2843/622, 8-9=-2861/595, 9-10=.3469/742 BOTCHORD 2-19=-771/2995, 4-17=-187/662, 16-V7 639/3027,15-16=-549/2715, 14-15=-385/2475,13-14=-385/2475, 12-13=531/3029, 10-12=-531/3029 WEBS 3-19=A96/227, 17-19=-781/2932, 4-16=-852/377, 5-16=-303/916, 5-15=-223/432, 6-15=-509/294, 7-15=-276/725, 7-13=-87/480, 9-13=-638/323 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16ft; Cat. O Lumber DOL=1. Oplate grip DOLR(envelope); 7.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. CEN& Z, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ % PE 76051 6) -Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 506 lb uplift at joint _ ^' ! 2 and 4741b uplift atjoint 10. --- '• 1�— S AT , LOAD CASE(S) Standard OR I D 0NAiING\��� Job Truss Truss Type Qty Ply MW-69-Grenadine- Club-Cust A13 Roof S ecial p 1 1 Job Reference (optional) Southern Truss. -Ft. Pierce, FL., 34951'= - —"' `" "" -"'Ruw&31'S"Aug 132019 Printr8.3145 A0g 132019 IATsV1ndustri.s71Fc.-Mun Dec 3013:51:00 --Pagert -- ID:gk72aeHo_wygRu35g00r9TyMFnX.s9DP7GO3V2imy29dL9e06gll VbluVRu0gOSDOy3mjf 12 7-0 509� i23� 1-1f0 5.11F4 6<-12 bP9 Sr7n 6-9-0 I et I a I 2 N2 xua I 611d� I 744' Stale = 1:73.5 I Plate Offsets (X, Y): [23:0-2-3,Odge;[3:0-2-8,0-34],[4:0-5-12,0-2-4],[7:0-5-4,0-3-4],[11:0-4-12,Edge],[15:0-3-0,0-1-12],[17:0-6-0,0-3-4],[19:0-2-12,0-2-4],[21:0-2-3,0-1-0], Loading a (psi) Spacing 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.32 16-17 >999 249 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.62 16-17 >770 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.23 11 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 242 lb FT=20% LUMBER 6) Provide mechanical connection (by others) of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 6161b uplift at joint BOT CHORD 2x4 SP No.2 *Except' 62:2x4 SP No.3 2 and 473lb uplift atjoint 11. WEBS 2x4 SP No.3 *Except* W5:2x4 SP No.2 LOAD CASE(S) Standard OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid tailing directly applied or 5-10-4 oc bracing. WEBS 1 Row at midpt 7-15 REACTIONS (lb/size) 2=1945/0-8-0, (min. 0-2-5), 11=1945/0-8-0,(min. 0-2-5) Max Horiz 2=198 (LC 8) Max Uplift 2=-616 (LC 8). 11=473 (LC 9) FORCES (Ib)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3443/1041, 3-4=-2796/908, 4-5=-3282/1113, 5-6=-3456/1129, 6-7=-3456/1129,7-8=-3570/1127, 8-9=-3319/933, 9-10=-3336/906, 10-11=-3454/880 BOT CHORD 2-20=988/2999, 19-20=990/2994, 5-17=-383/251, 16-17=-952/3303, 15-16=799/3140, 14-15=-582/2470, 13-14=-582/2470,11-13=-700/3014 WEBS 3-20=0/274,3-19=-680/334, 4-19=-878/269, 17-19=-757/2662,4-17=-560/1999, 6-16=-413/234, 7-16=-228/549, 7-15=-20547772, 8-15=-752/2294, 8-13=-288/699, 10-13=-411/306 NOTES 1) Unbalanced roof live loads have been considered for this design. \ N! \\\ PN Ni - 134�/�j 2) Wind: ASCE 7-10; Vult=160mph(3-second gust) `� CENS�` Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. �` ,L, 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 DOL=1.60 i PE 76051 1 plate grip 3) • Provide adequate drainage to prevent water ponding. 14) All plates are MT20 plates unless otherwise indicated. _ 5) This truss has been designed for a 10.0 psf bottom SAT chord live load nonconcurrentwith any other live loads. _ ti~ i �3 1 ` j��s.<ORIDP N��i�\�� i1177s ONA i 10A Job Truss Truss Type Oty Ply MW-69-Grenadine- Club -Gust A14 Roofs ecial p 1 1 Job Reference (optional) Suulham Truss, Ft. Pierce, FL., 34951— _ - --- :Run-8:31.S Aug.13.2019 P. rint 8.310 S Aug -132019 MiTek Industries, Inc -Man Dec 3o 13:51:01 ID:gk72eeHo_wygRu35gOCr TyMFnX-KLnoKCPhGMgiR5dL guwKDzfundws2dUmgmgy3mje 06d.fl 2-0.D 5-e4 5-24t 4-71 4.0.9 4-]-0 D-' 2E-0 52-12 MI 2-D-0 26d1 64. U5= ssa H s-4a� ] ass I 7�11-0 ', ] s4a sss Scale=1:73.5 I Plate Offsets (X, Y): [210:0-2-3,Ed 0],(23:0-2-3 01-0]n:0-2-0,0-2-12],[8:0-3-0,0-2-0],[9:0-2-8,0-2-4],j11:0-4-12,Edge],[16:0-1-12,0-1-12],[17:0.3-12,0-3-4],(19:0-2-12,0-2-8], Loading { (psf) Spacing 2-D-0 CSI DEFL in goc) I/deft Vd PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(-L) 0.3B 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.81 113A7 >595 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Hom(CT) 0.23 11 n/a n/a BCDL 10.0 Code FBC2017/iP12014 Matrix -MS Weight: 239 lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 82:2x4 SP No.3, B3:2x4 SP M 31 WEBS 2x4 SP No.3'ExcepY W8:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-7 oc purlins. BOT CHORD Rigid telling directly applied or 5-11-2 oc bracing. REACTIONS (lb/size) 2=1945/0-8-0, (min. 0-2-5), 11=1945/0-8-0, (min. 0-2-5) Max Horiz 2=187 (LC 8) Max Uplift 2=-610 (LC 8), 11=459 (LC 9) FORCES (Ib)- Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3486/1044, 3-4=-2969/938, 4-5=4027/1287, 5-6=4050/1289, 6-7=4093/1193, 7-8=4690/1405, 8-9=-2598/764, 9-10=-2968/816, 10-11=-3486/834 BOT CHORD 2-20=-994/3048, 19-20=-994/3048, 5-17=-295/181, 16-17=-119814226, 15-16=679/2877, 14-15=-679/2877, 13-14=665/3048, 11-13=-665/3048 WEBS 3-19=-543/269, 4-19=-381/157, 17-19=-746/2603, 4-17=-548/1987, 6-17=-255/137, 6-16=-272/194, 7-16=-2281/749, 8-16=-908/2868, 8-14=-794/285, 9-14=-281/1026, 10-14=-557/275 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); •Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MY20 plbfeb unless otherwise Indicated. 5) Sha. truss has been designed for a 10.0 psf bottom ,chord live load nonwncurrenl with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 610Ib uplift at joint 2 and 459 to uplift at joint 11. LOAD CASE(S) Standard '\\PN ll III B� ////� i i' PE 76051 \ -_ b SS AT~ A OR10P: /ass oNAL ENG�\��� 1 Job Truss Truss Type Oty Ply MW-69-Grenadine- Club -Gust A15 Roof Special 1 1 Job Reference (optional) Southern TmsCFt. Pierce, FL., 3495T - -- t_' Run: 831 S Acg 132019 Print: 8.310 SAug 132019 MiTek Industries, Inc, Mon Dec 3013:51:OL >-----Pag� ID:gk72aeNo_wygRu35gODrgTyMFnX-KLnoKcPhGMgiR5dLA2guwKDvKunjdy82dUmgmgy3mle 2LU 1 n-es 1 <.z.i2 1 ss:,, 1 ,,6 1 ,.�� 1 ,,,,,, ,�,,, 1 1 24-a] tz u4< z-e-o sa-o a.2.tz aa< zo-o I 9-1 -12 8 t2 E2-a 9-1-12 scale = 1:73.5 Plate Otfsets(X, Y):[2:0-2-10,0-1-81,[4:0-5-4,0-2-81,[7:0-2-8,0-2-4],[8:0-5-4,0-2-8],[10:0-2-10,0-1-B],[15:0-3-12,0-2-B1,I18:0-2-3,0-1-0],120:0-2-3,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL In (loc) I/dell Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.38 14-15 >781 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.43 14-15 >687 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 1 0.03 10 n/a its BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 213 lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Excepr B2:2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 1 Row at midpt 6-15 REACTIONS (lb/size) 2=77210-8-0, (min. 0-1-8), 10=1218/0-8-0,(min, 0-1-8), 15=1899/0-8-0, (min. 0-2-4) Max Horiz 2=169 (LC 8) Max Uplift 2=-273 (LC 8), 10=-674 (LC 4), 15=-876 (LC 4) Max Grav 2=777 (LC 17), 10=1218 (LC 1), 15=1899(LC 1) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-919/346, 3-4=-5811222, 5-6=-68/260, 6-7=-1472/997, 7-8=-1298/912, 8-9=-1552/1004, 9-10=1876/1111 BOT CHORD 2-17=-362/790, 16-17=-146/470, 15-16=-101/486, 5-15=-535/308, 14-15=-787/1391, 13-14=-74611337, 12-13=-746/1337, 10-12=-929/1642 WEBS 3-17=-381/244,4-17=-311453, 4-16=7651215, 6-15=-1770/1042, 7-14=295/360, 8-12=-278/394, 9-12=-356/242 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 2, 876 lb uplift at joint 15 and 674 lb uplift at joint 10. LOAD CASE(5) Standard NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)'Provide adequate drainage to prevent water ponding. 4) All plates are MT20.plates unless otherwise indicated. __- 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \�\\\\PNIN1f 84 // X i PE 76051 �O �.,�LL 1�•7p �tV � <ORIOP%�G s�NAiI ENG?�\\\ Job Truss Truss Type Oty Ply MW-69-Grenadine- Club -Cult A16 Roof Special Girder 1 1 Job Reference (optional) Southern Truss. Ft. Pierce., FL., 34951 Run: 8.31SMug 132019 Print: 8.3105 Aug 132019 MiTek IndusVies, Inc. Mon Dec 3013:5.102 __—Page_7,„ ID:gk72aeHo_wygRu35gOOrgTyMFn%-KLnoKcPhGMgiR5dL g.KDtVu_mdxf2dUmgmgy3mle ,t 1—� ,,4' 2,0.,04 ,-0 +L2 I s„' I 4-0^ i„I S3" I o1-0.0 5x5= 4xa= 5x5= I 71-12 1 Y1-0 1 14 12 .g 69-12 5-1-0 i S1-0 I I 7-1-12 Scale = 1:73.5 Plate Offsets (X, Y): [3:0-52-3,0-1-0][4:0-2-4,0-1-8], [6:0-5-0,0-2-12], [7:0-2-8,0-2-4], [8:0-4-0,0-2-8], [9:0-3-0,0-2-8], [10:0-5-0,Edge], [12:0-1-12,0-1-B], [16:0-0-12,0-3-0], [20:0-2-3,0-1-0], Loading (Pat) Spacing 2-0-0 CS' DEL in floc) I/deFl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.95 Vart(LL) 0.33 13-15 >888 240 MT20 244/190 TCDL 15.0 Lumber DOL I 1.25 BC 0.70 Vert(CT) -0.34 13-15 c879 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) 1 0.06 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 208 lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 *Except* T4,T5:2x4 SP M 31 BOT CHORD 2x4 SP M 31 `Except' B1:2x4 SP No.2 WEBS 2x4 SP No.3 `Except' W3:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-2-10 oc bracing. WEBS 1 Row at midpt 4-17, 6-16 REhCTIONS (Ib/size) 2=1185/0-8-0, (min. 0-1-8). 10=223310-8-0,(min. 0-1-14), 16=3904/0-8-0, (min. 0-3-6) Max Hertz 2=150 (LC 8) Max Uplift 2=-680 (LC 8). 1 O=1631 (LC 4), 16=-2899 (LC 4) Max Grav 2=1187 (LC 17). 10=2236 (LC 31). 16=4109 (LC 32) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4862/1160, 3-30=40891775, 4-30=4089/775, 4-31=-376/590, 31-32=-376/590, 5-32=-376/590, 5-6=-590/872, 6-7=-3949/3042, 7-33=-3554/2775, 33-34=-3554/2775, 8-34=-3554/2775, 8-35=-3795/2934, 35-36=-3795/2934, 9-36=-3795/2934, 9-10=4293/3192 BOTCHORD 2-19=-1034/1614, 19-37=4044/1640, 18-37=-1044/1640, 18-38=-687/1067, 38-39=-68V1067, 17-39=-687/1067, 16-17=-876/1452, 5-16=-570/462, 15-16=-2424/3364, 15-40=-3427/4715, 14-40=-3427/4715,1441=-3427/4715, 13-41 =-3427/4715,1342=-3427/4715, 4243=-3427/4715, 12-43=-3427/4715, 10-12=-2747/3790 WEBS 3-19=-228/635, 3-18=758/466, 4-18=-332f788,4-17=-2068/1361, 6-16=-4611/3412, 6-15=-402/526, 7-15=-771/1162, 8-15=-1314/982, 8-13=409/500, 8-12=-1069/845, 9-12=-816/1246 - NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16R; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 680 lb uplift at joint 2, 2899 lb uplift at joint 16 and 1631 lb uplift at joint 10. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3751b down and 433 lb up at 7-0-0. 209 lb down and 240 lb up at 9-0-12, 209 lb down and 240 lb up at 11-0-12, 209 Ib down and 240 Ib up at 13-0-12, 2091b down and 240 lb up at 14-0-12, 375lb down and 433 lb up at 22-6-0. 209 lb down and 240 lb up at 24-6-12, 2091b down and 240 lb up at 26-6-12, 209 to down and 2401b up at 27-9-0, 209 Ib down and 240 In up at 28-11-4, and 209 lb down and 24016 up at 30-11-4, and 375 lb down and 433 In up at 33-0-0 on top chord, and 4571b down and 285lb up at 7-0.0, 91 Ib down and 29 to up at 9-0-12, 91 It, down and 29 Ito up at 11-0-12, 91 lb down and 29 lb up at 13-0-12, 91 lb down and 29 lb up at 14-0-12, 540lb down and 285 lb up at 22-6-0, 1221b down and 29 lb up at 24-6-12, 1221h down and 29 lb up at 26-6-12,122 lb down and 291b up at 27-9-0, 122 lb down and 29 Ib up at 28-11-4, and 122lb down and 29 lb up at 30-11-4, and 540lb down and 285lb up at 32-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1=3=-70, 3-6=-70,'8,7=70;q-S=-70, 9-11=-70, 17-24=-20, 16-27=-20 Concentrated Loads (lb) ; Vert: 3=-201 (F), 7=-201 (F), 9=-201 (F), 19=-341 (F). 18=-67 (F), 4=-134 (F), 15=-341 (F), 13=-67 (F), 12=-341 (F), 8=-134 (F), 30=-134 (F), 31=-134 (F), 32=-134 (F), 33=-134 (F), 34=-134 (F), 35=-134 IF), 36=-134 (F), 37=-67 (F), 38=-67 (F), 39=-67 (F), 40=67 (F), 41=-67 (F), 42=-67 (F), 43=-67 (F) i PE 76051 if — 3 S AT T / ,OR 1) �a'0' Job Truss Truss Type 0 ty Ply MW-69-Grenadine- Club-Cust A17 Roof Special 1 1 Job Reference (optional) Southern Truss, FC"Pierce, FL., 34961 -Run:-6.31S Aug-132019 Printr8.3105 Aug 132019MiTeklndustriesi!nc. Mon Dec 3013:51:02-._-T.Page:I ID:gk72eeHo_wygRu35gO0rgTyMFnX-oYKAXyOJ1gyZ3FCYkIB7TYJ791F9MOzBr8VDIHyJmjd 5.5= I 1'_° &1-0 9812 6- -12 17-12 6-0-12 5-0-11 45-] 3-6.3 I g-0-11 Scale = 1:73.5 Plate Offsets (X, Y): [27:0-2-3,Odge;18:0-2-8,0-2-41,[9:0-1-4,0-2-0], [12:0-4-12,Edge],[14:0-1-12,0.2-4],[16:0-8�4,0-3-B],118:0-2-12,0-0-4],[19:0-3-0,0-2-8],[25:0-2-3,0-1-01, Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.30 19-21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.76 19-21 >629 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.26 12 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix -MS Weight: 252 lb FT=20% LUMBER 6) Provide mechanical connection (by others) of truss to TOP CHORD 2x4 SP N0.2 *Except* T5:2x4 SP M 31 bearing plate capable of withstanding 538 lb uplift at Joint BOT CHORD 2x4 SP N0.2 *Except* B1,B4:2x4 SP M 31, 2 and 563 lb uplift at joint 12. B5,F7:2x4 SP No.3 LOAD CASE(S) Standard WEBS 2x4 SP No.3 *Except* WI1:2x4 5P No.2 - BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-13 cc purling. BOT CHORD Rigid ceiling directly applied or 6.11-4 oc bracing. WEBS 1 Row at midpl 5-19, 7-19 REACTIONS (lb/size) 2=194510-8-0, (min. 0-1-10), 12=1 945/0-8-0, (min. 0-2-5) Max Horiz 2=207 (LC 7) Max Uplift 2=-53B (LC 8), 12=-563 (LC 9) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3428/880, 34=-3161/820, 4-5=-3149/846, 5-6=2234/678, 6-7=-2194/670, 7-8=-2914/820, 8-9=-3629/953, 9-10=-5023/1335, 10-11=-5107/1333, 11-12=-3511/939 BOT CHORD 2-21=-839/2988, 20-21=-588/2453, 19-20=-588/2453, 18-19=-522/3054, 17-18=438/2770. 16-17=-1071/4654, 9-16=-210/1064, 12-14=-728/3079 WEBS 3-21=-396/290, 5-21=-146/656, 5-19=-788/410, 6-19=44111546, 7-19=-2034/574, 7-18=-107/672, 8-18=-128/398, 11-16=-296/1499, 11-14=-118B/330, 14-16=-72913139, 9-17=-1716/629, 8-17=-245/942 NOTES 1) Unbalanced roof live loads have been considered for this 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) \,\CEIVS < Vx Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11- [I; Exp C; Encl., GCpi=0.18; MWFRS (envelope); / PE 76051 6Lumber DOL=1.60 plate grip DOL=1.60 prevent water indicated. 3) Provide adequate drainage unless 4) All are MT20 unless otherwise Indicated. ,`ti %-� � plates plates 1 O 5) This -truss has been designed for a 10.0 psf bottom _ t STAT hord live load nonconcurrent with any other live loads. - O x 11, ( g: �- �<ORID? �i��S \������ �� ///%''0"A� �e\' � L Job Truss Truss Type Cry Ply MW-69-Grenadine- Club-Cust A18 I Roof Special I 1 I 1 I I Job Reference (optional) 'Southem Truss,. Ft. Pierce, FL..34951 "'—"'- ^- — "—=Fun: 8.31-S-Aug 1a201&Pdnt.8.310 S Aug 132019 Mmek l ndustries, Inc. Mon Dec 301151:02 P.ge1._. ID:gk72aeHo_wygRu35g00rgTyMFnXroYKAXyDJ 1 gyZ3FCYMBTTX11 XIGgMPYBrBVDIHy3mjd Ei 3C—&11�a21"4"12� ,A r2At=6-06-0�I 614] I S8� 't A n39-0n Oq.1J 9- -02 61-03 1 6.411 1 2-, 1.7A5 2 5x5= 5x5= I 12'x4n --r2 18.3.0 27.9.1 &fld0 9-2-fi 0- 4p 34-2 0.d.12 4-0-5 ;.11 5-2-t2 0. -1 6-0.7 1-td b1-12 Scale = 1:73.5 Plate Offsets (X, Y): [29:0-2-3,Ed 0],[310:0-2-3-2 l0][7:0-2-8,0-2-4],[8:0-1-8,0-2-0],[10:0-2-8,0-2-4[,[13:0-4-12,Edge],[16:0-2-12,0-3-0],[17:0-2-12,0-3-4],[18:0-2-12,0-2-8), Loading f (psl) Spacing 2-0-0 CSI DEFL in (loc) /deft L/d PLATES GRIP TCLL (rool) 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.28 17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.60 19-21 >803 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.24 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 266 to FT=20% LUMBER 6) Provide mechanical connection (by others) of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 534 lb uplift atjoint BOT CHORD 2x4 SP No.2 *Except* B1:2x4 SP M 31, 2 and 559 lb uplift at joint 13. F1,F3:2x4 SP No.3 LOAD CASE(5) Standard WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-11-15 oc bracing. WEBS 1 Row at midpt 5-19, 8-18 REACTIONS (lb/size) 2=194510-8.0, (min.0-1-10), 13=1945/0-8-0,(min. 0-2-5) Max Horiz 2=-201 (LC 6) Max Uplift 2=-534 (LC 8), 13=559 (LC 9) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3435/882, 3-4=-3159/811, 4-5=-3140/839, 5-6=-2292/672, 6-7=-1972/634, 7-8=-2271/675, 8-9=-3301/874, 9-10=3068/874, 10-11=-3607/928, it-12=-3622/900, 12-13=-3461/934 BOTCHORD 2-21=-839/3000, 20-21=-57212458, 19-20=-572/2458,18-19=-305/1972, 17-18=-52613229,16-17=-561/3348, 15-16=-716/3089,13-15=-701/3022 WEBS 3-21=403/293, 5-21=155/618, 5-19=768/404, 6-19=-162R50, 7-18=306/852, 8-18=-2261/639, 8-17=473/2190, 9-17=-1076/360, 10-16=-225/1237,12-15=-579/213, NOTES 9-16=-548/177 4 i) Unbalanced roof live loads have been considered for this N IM-8 \\ \P CE/�S '7' _ // design.\���� \/�/ 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) i �L / Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. X`'7' 11; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); / PE 76051 Lumber DOL=1.60 plate grip DOL=1.60 ! 3) Provide adequate drainage to prevent water ponding. —1 A 4) All plates are MT20 plates unless otherwise indicated. �. �- _ TAT 5) This truss has been designed for a 10.0 psf bottom 1 ST .chord live load nonconcurrentwith anybiher live loads. i�0-�- ��`��(ORIDP: s ONA i I F_ GAo � Q �Q Job Truss Truss Type Qly Ply MW-69-Grenadine- Club-Cust A19 Roof Special 1 1 Job Reference o lionai (P ) Southemiruss"Ft. Pierce, FL., 34951 -' "'-----'-^= -`— --Run:-8a1-S-Augl32019 Print: 8.310 SAu9432019 MiTek lndustnes.-Inc.-Mon Dec 3013:61;03.--- ..._Pag�.�.__, ID:gk72aeHo_x gRu35g00rgTyMFnX-oYKAXyOJlgyZ3FCYkIB7TX1131EOMODBreVDIHy3m]d 2e9b 200~ e-3-B I 7 134.4 tt3 [ 22a 1 so-o e-ea Ili • 0-0-13 sxi• 6x7= I 21-3-12 29-1-13 0-38 P10.12 S1d 1d-a 1 N 0--3 St SSB 0-04 14-12 Scale = 1:73.5 Plate Offsets (X, Y): 115-4-12,,Edge][5:0-5-3 - - 2-1[2],[22:0-21310)1 [0], [24 0-2-3,0 1]-p]0:0-4-12,Edge],[13:0-5-0,0-3-0],[14:0-4-0,0-3-4],[14:0-2-2,Edge),[15:04-0,0-3-5], Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.28 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.251 BC 0.97 1 Vert(CT) -0.65 14-15 >740 181 MT20HS 1811143 BCLL 0.0 Rep Stress Incr YES I WB 0.92 1 Horz(CT) 0.30 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 251 lb FT=20% LUMBER 6) Provide mechanical connection (by others) of truss to TOP CHORD 2x4 SP No.2 "Except* T2,T1:2x4 SP M 31 bearing plate capable of withstanding 5161b uplift at joint BOT CHORD 2x4 SP No.2 *Except* B4:2x4 SP M 31, 2 and 544lb uplift at joint 10. F1,F4:2x4 SP No.3 LOAD CASE(S) Standard WEBS 2x4 SP No.3 `Except' W6,W9:2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid telling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpl 3-17, 5-16, 6-16, 8-13 REACTIONS (lb/size) 2=194510-8-0, (min. 0-2-5), 10=1945/0-8-0,(min, 0-2-5) Max Honz 2=181 (LC 7) Max Uplift 2=-516 (LC 8). 10=-544 (LC 9) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3375/803, 34=2533/580, 4-5=-2513/615, 5-6=2221/667, 6-7=-3344/818, 7-8=-3786/972, 8-9=-3006/804, 9-10=-3496/901 BOT CHORD 2-19=-728/2925, 18-19=-728/2925, 17-18=-72812925, 16-17=-345/2151, 15-16=-39612947, 14-15=-70613948, 13-14=-59113344, 12-13=-682/3060, 10-12=-682/3060 WEBS 3-19=0/347, 3-17=-8901436, 5-17=-128/594, 5-16=145/291, 6-16=-1809/317, 6-15=523/2972,7-15=-14801516, 7-14=-692/205, 8-14=-551/3130, 8-13=-1817/281, 9-13=-520/255 NOTES I Unbalanced roof live loads have been considered for this design. 2) Wind; asd=124 ph; TCDL=S.IOpsf; BCDL 5.Opsf h=t16ft; Cat. \�us)\\�-LPN t—e< II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); �� i ��CENS•'� // Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. i PE76057 \� 4):All plates are MT20been plates unless otherwise indicated. — 5) This live has been designed for with 10.0 tpsfhe bottom- chortl live load nonconcurrent with any other live loatls. � IL— �3 SAT \ i4V j `•<ORIDPi ,NAI I �� Job Truss Truss Type Oty Ply MW-69-Grenadine- Club-Cust A20 Roof S ecial D 1 1 Job Reference (optional) Southern Truss, Ft. Pierce, FL., 34991 - - - - -' - - --'"- Run: 9..31 S-AugI32019 Print 8.3105Aug-13 2019 MiTekindustries, Inc. Mon Dec 3013:51:03. .__;._Page: L ID:gk72seHo_wygRu35gO0rgTyMFnX-HkuYIlRxoz4CgPmkITIM411CIidS5g9L46Fmgjy3mjc 2-01 7O-0 610-5 0- -11 4-112 L1M 0. -12 iaa 2.9.0 4-2-3 1 4313 1 2.0-0 I tgxau F2.10.2 91}0 9-0A 0 -t3 3-11-15 °.14 L1" 1-i. 2.6.4 d-3-15 F3A3 0.3.14 Scale = 1:73.5 Plate Offsets (X, Y): [18:0-2-0,Edge),][ :0- 0-2-3 -4], [4: 26dY2-3 0]1 [0)-2.8,0-2-4), [7:0.2-12,0-2-12], [8:0-7-4,0-2-OL [10:0-4-12,Edge], [13:0-3-0,0-2-4], [16:0-8.4,0-4-0]. I17:0-4-0,0-3-0J, Loading (psf) TOLL (roof) 20.0 TOOL 15.0 BCLL 0.0 BCDL 10.0 Spacing 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017/TP12014 CSI TC 1.00 IBC 0.81 WB 1.00 Matrix -MS DEFL in Vert(LL) -0.30 Vert(CT) -0.72 Horz(CT) 0.26 (too) Veal Ud 15 >999 240 18-20 >662 180 10 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 245 Ib FT=20% LUMBER 6) Provide mechanical connection (by others) of truss to TOP CHORD 2x4 SP No.2 *Except' T2:2x4 SP M 31 bearing plate capable of withstanding 493 it uplift at joint BOT CHORD 2x4 SP No.2 *Except B1,B4:2x4 SP M 31, 2 and 5181b uplift at Joint 10. B6,F1:2x4 SP No.3 LOAD CASE(S) Standard WEBS 2x4 SP No.3 *Except* W10,W9:2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-3-8 oc - bracing. Except: 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 7-17 REACTIONS (lb/size) 2=1952/0-8-0, (min. 0-1-10), 1 0=1 962/0-8-0, (min. 0-2-5) Max Horiz 2=161 (LC 6) Max Uplift 2=-493 (LC 8), 10=-518 (LC 9) FORCES (Ib)- Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3445/786, 3-4=-3198f782, 4-5=-2562/620, 5-6=-3094/726, 6-7=-3437/733, 7-8=-4990/1117, 8-9=-3217/785, 9-10=3565/855 BOT CHORD 2-20=-712/3005, 19-20=-405/2317, 18-19=-40512317, 17-18=-442/2663. 16-17=-884/5057, 7-16=-726/227, 12-13=-657/3133, 10-12=-657/3133 WEBS 4-18=-182/591, 5-18=-1039/294, 5-17=477/890, 6-17=-159/1091, 7-17=-2272/623, 8-13=-1362/217, 3-20=-483/357, 4-20=-249/757, 13-16=-506/3090, 8-16=-580/3363, 9-13=-363/191 NOTES 1) Unbalanced roof live loads have been considered for this design. NI 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) �\ �� .f- ;CEN5' Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16ft; Cat. �- �v i II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 grip DOL=1.60 _� j 'y' / PE 76051 plate 3). Provide adequate drainage to prevent water ! _1 indicated. 4) All plates are been plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom _ _ _ "i A *t,7�/� i t--• 7 �^ r �� chord live load nouconcument with any other live loads. 1 STAT _ ORID / G \ /%//s ONAiI EN Job Truss Truss Type Oty Ply MW-69-Grenadine- Club-Cust A21 I Roof Special I 1 I 1 I I Job Reference (optional) Southern Russ, Ft. Pierce, FL., 34951 — - - -- . - -- _- --Run: &31-S-Aug_=039-Print: 8.310. SAug 132019 MRek Industries, Inc. Mon Dec 3013:51:03 .. —Page: L ID:gk72seHo_wygRu35g00rgTyMFnX-HkuYllR oz4ogPmkiTIM711CGIbw5rTL4oFmgjy3mjc ' 2-0 &34 59�fi P e 558 5-3-12 2r12 bF12 2-114 2-5-D Bb0 2-D-0 5x5= 3.4- 2x4 5x5• &115 l 6b�3 ~558� F160 l 3-2-12 2441 1 6.7.12 Scale = 1:73.5 I Plate Offsets (X, Y): [22 0 2 3,0-d190], [24:0-2-3,0-1-p)n:0-2-8,0-2-0], [9:0-2-0,0-2-8], [10:0.5-4.0-2-8], [11:0-4-12,Edge], [14:04-0,0-2-4], [16:0-2-12,Edge], [17:0-3-4,0-3-4], [19:0-1-8,0-2-0], Loading x (psf) Spacing 2-0-0 CSI DEFL in floc) I/deft L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.31 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.71 16-17 >672 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.25 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 244 lb FT=20% LUMBER 6) Provide mechanical connection (by others) of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 475 lb uplift at joint BOT CHORD 2x4 SP No.2 *Except* B1:2x4 SP M 31. 2 and 507 lb uplift at joint 11. B3,B5:2x4 SP No.3 LOAD CASE(S) Standard WEBS 2x4 SP No.3 *Except* W6,W10:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-6-15 oc bracing. REACTIONS (lb/size) 2=194510-8-0, (min. 0-1-10). 11=1945/0-8-0,(min. 0-2-5) Max Hariz 2=-141 (LC 6) Max Uplift 2=-475 (LC 8), 11=507 (LC 9) FORCES (Ib)-Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3443/760, 34=3159/735, 4-5=-2946/753, 5-6=-3711/865, 6-7=-3725/864, 7-8=4944/1127, 8-9=4905/1042, 9-10=-3743/899, 10-11=-3419A91 BOTCHORD 2-21=-688/3009, 20-21=-527/2481, 19-20=-527/2481, 6-17=-281/166, 16-17=-612/3500,13-14=-56112974, 11-13=-561/2968 WEBS 3-21=-417/307,4-21=-159/589, 4-19=261/800, 5-19=-1108/379, 17-19=-613/2954, 5-17=-208/1030, 7-17=-211/594, 7-16=-513/1857, 14-16=-750/4073, 9-16=-1051610, 9-14=2651/536,10-14=-318/1268 NOTES \1111IIIIJ/�� 1) Unbalanced roof live loads have been considered for thisdesgn.��\\ N N1 13t / 2) Wind: ASCE 7-10; Vu1t=1 60mph (3-second gust) ���\Q—\P --- `�f-/// Vasd=124mph; TCDL=S.Opsf, BCDL=S.Opsf; h=16ft; Cat. \ i �%�` II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOLadequa60plategrip prevent / PE 76057 Al 3) •Provide adequate drainage unless prevent water indicated. 1 1 4) All plates are MT20 plates unless otherwise indicated. � I 5) This truss has been designed for a 10.0 psf bottom - �-- / • 9 chord live load nonconcurrent with any other live loads. �'v STAT 7 0 ID /fliilll Job Truss Truss Type Cry Ply MW-69-Grenadine- Club-Cust A22 Roof Special Girder 1 1 ,lob Reference (optional) —Southern Truss, Ft. Pierced FL., 34951 - Run: .31S-Aug132019 Pdnt:8.310SAug 132019 MiTek Industries,4nc. Mcn Dec 3013:51:03 __ Page:I ID:gk72aeHo_wygRu35g00rgTyMFnX.HkuYllRxoz40gPmklTjM711HCic95tUL4oFmgjy3mjc N-1 51I <B-t2 6-5d 112 4Ed2 0--14 5<2 M-0 460'atc 2-M s-a< I 4NO l Satz I �use� I enuo I ct4 1 2-M I eW2 Scala = 1:73.5 ri Plate Offsets (X, Y): [ 8004310,E D98], [19-5-4,00-3 0][ :0-3- .0- - 3], 19: 22-1 2 3 0-01)-.0], :0-2 2 3 0 �]-0] 1'0-5-0,Edge], [13:0-2-0,0-1-8], [14:0-2-12,0-2-0], [16:0.5-0,0-3-4], [17:0-3-4,Edge), Loading 7 (psf) Spacing 2404E CS' DEFL in (too) I/deft L/d PLATES GRIP TCLL (roof) 20.0 Plate Gdp DOL 1.25 TC 0.69 Vert(LL) 0.35 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.77 16-17 >626 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(CT) 0.26 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 239 lb FT=20% LUMBER 5) This truss has been designed for a 10.0 pet bottom TOP CHORD 2x4 SP No.2 *Except' T2,T4,T3:2x4 SP M 31 chord live load nonconcurrent with any other live loads. BOT CHORD 2x4 SP No.2 *Except* B3,B5:2x4 SP No.3, 6) Provide mechanical connection (by others) of truss to B4,B6:2x4 SP M 31 bearing plate capable of withstanding 464lb uplift at joint WEBS 2x4 SP No.3 *Except' W6:2x4 SP No.2, 2 and 686 Ib uplift at joint 11. W10:2x4 SP M 31 7) Hanger(s) or other connection device(s) shall be OTHERS 2x4 SP No.3 provided sufficient to support concentrated load(s) 435 lb BRACING down and 224 lb up at 37-4-12 on bottom chord. The TOP CHORD Structural wood sheathing directly applied or design/selection of such connection device(s) is the 24-11 oc pudins. responsibility of others. BOT CHORD Rigid ceiling directly applied or 6-8-15 oc 8) In the LOAD CASE(S) section, loads applied to the face bracing. of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard REACTIONS(lb/size) 2=1971/0-8.0,(min. 0-2-5), 1) Dead +Roof Live (balanced): Lumber Increase=1.25, 11=2331/0-8-0,(min.0-1-15) Plate Increase=1.25 Max Horiz 2=-121 (LC 6) Uniform Loads (lb/ft) Max Uplift 2=464 (LC 8), 11=-686 (LC 9) Vert: 14=70, 4-8=-70, 8.9=-70, 9A0=-70, FORCES (a) - Max. Comp./Max. Ten. -Ad] forces 250 10-12=-70, 18-26=-20,16-17=-20, 15-29=-20 (lb) or less except when shown. Concentrated Loads (Ib) TOP CHORD 2-3=-3556/866, 3-4=3127/837, Vert: 32=413 (B) 4-5=-3560/1012, 5-6=4864/1306, 6.7=-4864/1306, 7-8=-4896/1309, 8-9=-5203/1302, 9-10=-3637/998, 10-11=4007/1050 BOT CHORD 2.21=472/3114, 20-21=-772/3114, 19-20=-659/2726, 7-17=-381/224, 16-17=-952/4354. 13-14=-115314908, 13-32=-86'1/3540, 11-32=-861/3540 WEBS 3.20=449/243, 4-20=-67/402, 4-19=403/1151, 5-19=-1257/480, 17-19=-885/3502, 5-17=-381/1483, 8-17=-367/841, 14-16=-1146/4923, 9.16=-310/325, 9-14=.1360/407, 9-13=-1722/624, 10-13=-385/1539, 8-16=-310/1513 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) WInd:ASCE7-10;Vult=160mph(3-second gust) _ / PE76051 Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16ft; Cat. ! 1 II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); _ Lumber DOL=1.6'0 plate grip DOL=1.60 IT— � • • g 3) Provide adequate drainage to prevent water ponding. '\ STAT 4) 4 All plates are MT20 plates unless otherwise Indicated. ////SS o�AI I ENG\\\\\\ d� Job Truss Truss Type Oty Ply MW-69-Grenadine- Club-Cust A23 Roof Special 1 1 Job Reference (optional) Soulhem-Tmes, FL Pierce, FL., 34951 --. - Run: 9.31-S:Aug 132019 Print: 8.310 SAug 132019 MTek Industries, Inc, Mon Dec 3013:51:04 ___page:.1 ID:gk72seHo_wygRu35g00rgTyMFnX-HkuYllRzoz40gPmkITjM9111wigC5rZL4oFmgiy3mjc • 2-0o I slA [ 5tM2 1 iao 1 <ann 1 a4 1 sae 1 s-1n4 1 a us- 2 Scale = 1:65 Plate Offsets (X, Y):[9:0-3-0,0-2-0],[11:0-2-12,0-1-8],[18:0-2-3,0-1-0] Loading TCLL (roof) TCDL BCLL BCDL (psf) { 20.0 15.0 0.0 10.0 Spacing 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2017/TP12014 CSI TC 0.58 BC 0.64 WB 0.91 Matrix -MS DELin Vert(LL) -0.17 Vert(CT) -0.36 Horz(CT) 0.03 (loc) 14-15 14-15 14 I/deft >999 >765 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 185 lb FT=20% LUMBER 7) Provide mechanical connection (by others) of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 1001b uplift at joint ROT CHORD 2x4 SP No.2 (s)11 except at --lb) 2=320, 14=375, 12=279. WEBS 2x4 SP No.3 LOAD CASE(S) Standard OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-13 cc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 0-8-0. except 11= Mechanical (lb)- Max Uplift All uplift 100 (lb) or less atjoint(s) except 12=-280 (LC 9). 14=-376 (LC 9) Max Grav All reactions 250 (lb) or less at joint (s) except 12=850 (LC 1), 14=1308 (LC 1) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1626/429, 34=1412/410, 4-5=-1364/441, 5-6=-1161/346,6-7=-64/319, 7-8=-64/319, 8-9=-64/319, 9-10=-93/358 BOTCHORD 2-17=-399/1395,16-17=-154/933, 15-16=-154/933, 14-15=-141/619, 13-14=-319/205, 12-13=-319/205 WEBS 3-17=-370/262,4-17=-181/496, 4-15=214/585, 5-15=-813/328, 6-15=-133f724, 6-14=-1251/383, 7-14=-336/200, 8-12=4811223, 10-12=-482/261 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5)'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) Refer to girder(s) for truss to truss connections. N I M I E34 i PE 76,051 l U k\-STATtl-I ,� S oNai i ENG��\ �5 Job Truss Truss Type Qty Ply MW-69-Grenadine- B1 Common 5 1 I Club-Cust Job Reference (optional) Southern Truss, FCPierce; FL, 34951- — ---� I 2-00 1 SJa o i Run:8.31.5 Aug]32019 Print: 8.310 S Aug 132019 Milak Industries. Inc. Mon Dec 3013:51:04 Page:i ID:gk72aeHo_v gRu35go6rgTyMFnX-IwSw eRaZHCHIZLwsAEbYyrWF6`�zgTq'II75lCM9y3miti 54-12 4x4• 4 5Al2 5-74 P 6 Scale = 1:47.7 ]-65 12 13�9�11 63E 2144 7fi 5 Plate Offsets (X, Y): [2:0-04,Edge], [6:0-14;0-0-21, [10:0-2-3,0-0-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (too) I/defl Ltd PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.08 7-14 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.20 7-14 .>999 180 BCLL 0.0 Rep Stress )nor YES WB 0.21 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC20171TPI2D14 Matrix -MS Weight: 1011b FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP Nc.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-2-14 oc bracing. REACTIONS (lb/size) 2=1112/0-8-0, (min. 0-1-8), 6=95310-8-0,(min. 0-1-8) Max Horiz 2=139 (LC 8) Max Uplift 2=-324 (LC 8), 6=-257 (LC 9) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1646/435, 34=1433/416, 4-5=-14581435. 5-6=-16591456 BOT CHORD 2-9=-405/1413, 8-9=-166/951, 7-8=-166/951, 6-7=-329/1446 WEBS 4-7=-192/547, 5-7=390/274, 4-9=-170/508, 3-9=-369/262 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16R; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257lb uplift at joint 6 and 324 lb uplift at joint 2. LOAD CASE(S) Standard . PUCE B< - `� PE 76051 AT OT .cal l 2U OR I D P /�'i SOA1AI I I IE1NG\\\\\,ri J Job Truss Truss Type Oty Ply MW-69-Grenadine- B2 COMMON 6 1 Club-Gust Job Reference (optional) Southern Tmes, Ft. Pierce, FLr34951 _.-....__.Run: 8.31 S..Av9M019 ilr1nnl:J.310 SAug 13 MiTek lndusVies, Inc. Mon Dec 3013:51:04 Page: 1 ID;gk72aeHo_wygRu35gOorgTyMFnX-1.IS yeR ZHCHIZLWsAEbVyDN61PgT2UJs-,KM9)3mjb` 1014 Lfi ♦ -2-0.n 6d< 11 21-4A 23+-0 2-0-0 5-0.12-12 59-0 2-0-0 4r4- 4 NOP2X STP 7 7-fi-5 Scale =1:47.7 ]-5-5 1&411 2144 id 7-6-5 Plate Offsets (X, Y): [2:0-0-4,Edge],16:0-0-4,Edge],[11:0-2-3,0-0-81,[13:0-2-3,0-0-8] Loading i (psf) Spacing 2-0-0 CSI DEFL in (Joe) I/deft L/d PLATES GRIP TOLL (roof) 20.0 Plate Grip DOL 1.25 TO 0.37 Vert(LL) -0.08 10-17 >999 240 MT20 244/190 TCDL 15.0 LumberDOL 1.25 SC 0.58 Vert(CT) -0.18 10-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2D77/TPI2014 Matrix -MS Weight: 107 lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-6-6 oc bracing. REACTIONS (lb/size) 2=1105/0-8-0, (min. 0-1-8), 6=1105/0-8-0,(min. 0-1-8) Max Hertz 2=-127 (LC 6) Max Uplift 2=-322 (LC 8), 6=-322 (LC 9) FORCES (lb)- Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2.3=.1632/432, 3-4=-1419/413, 4-5=-1419/413, 5-6=-1632/432 BOT CHORD 2-10=-380/1400, 9-10=-140/937, 8-9=-140/937, 6-8=-263/1400 WEBS 4-8=A72/510, 5-8=-369/262, 4-1 0=-171/51 0. 3-10=-369/262 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 322lb uplift at joint joint 6. LOAD CAS IS) Standard NSFN <:L�,, 76051 ` r �Z�': ORIDP ONA[ ENG\\\\\\ i I Job Truss Truss Type Oty Ply MW-69-Grenadine- 63 Hip Girder 1 1 Club-Cust Job Reference (optlonal) S66fhem Tue., FCPerce, FL., 34951 ----Run: 8-31,ScAug-132019 Print: 8,310 SAug 13 2019 MiTekJndustries,.lnc, Mon Dec 30_13;51:04_,_ r_Page:.1 ID:gk72eeHo_wygRu35g00rgTyMFnX-IwSwyeRBZHCHIZLmAEbYyrRB60ggVAUS KM9y3Tib 12.8-0 -2-6-0 4-3-15 8-5-t5 8- lm.o 12- 1 1)w-0 21-0-0 L 4 2-0-0 4315 4-2-0 q..1 2-0-0 4.0-0 2.0-0 2.0-0 4x4- 9 1x4„ M.. 42 4310 G r 1x41, 1x4x 5 41 412 7xBs a E X G= )x6e B u 33 � NOP2X STP 15 x4n 21 34 35 20 36 19 31 38 18 39 40 17 3x4• U4„ 3.4. 3x4= 3x4• 1x4., 0.1-02 8-5-15 12-104 tY2-0 21M Scale =1:49.1 4-1-02 4-0-3 44. 4-0.3 0.1-12 Plate Offsets (X, Y): [3:0-3-8,Edge],[9:0-2-0,0-2-4],[14:0-3-8,Edge],[22:0-2-3,0-0-8],]24:0-2-3,0-0-8] Loading T (psf) Spacing 2-0-0 CSI DEFL in (Ioc) I/deb Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.73 V n(LL) 0.14 20-21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.20 20-21 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(CT) 1 0.07 15 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 1371b FT=20% LUMBER TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-7-1 oc bracing. JOINTS 1 Brace at Jl(s): 11, 8,4 REACTIONS (lb/size) 2=1295/0-8-0, (min. 0-1-8), 15=129510-8-0,(min. 0-1-8) Max Horiz 2=127 (LC 7) Max Uplift 2=-507 (LC 8), 15=-507 (LC 9) FORCES (lb)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-32=-2290/860, 3-32=-2174/832, 34=4429/650, 4-8=1429/650, 6-8=-1423/649, 8-11=1423/649, 11-13=-1429/650, 13-14=-1429/650, 14-33=-2175/833, 15-33=-2290/861, 3-5=-862(290, 541=-811/316, 7-41=780/301, 7-42=-782/353, 942=712/338, 9-43=-712/342, 10-43=-782/356, 10-44=-780/305, 12-04=-811/320, 12-14=-862/294 BOT CHORD 2-21=-790/2127, 21-34=-794/2111, 34-35=-794/2111, 20-35=-794/2111, 20-36=-783/2143, 19-36=-783/2143, 19-37=-783/2143, 37-38=-783/2143, 18-38=-78312143, 18-39=-714/2016, 39-40=-714/2016, 17-40=714/2016, 15-17=-70812032 WEBS 14-18=131/318, 8-9=-/23/322 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) tvVind: ASCE 7-10; Vult-160mph (3-second gust) _ Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate g0p•301-=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 507lb uplift at Joint 2 and 507 lb uplift at Joint 15. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ioad(s)122 lb down and 145lb up at 4-0-0, 71 lb down and 94 to up at 4-3-15, 71 Ib down and 94 lb up at 7-0-12, 71 lb down and 94 lb up at 9-0-12, 71 lb down and 84 lb up at 10-8-0, 71 Ib down and 94 lb up at 12-3-4, 71 lb down and 94 lb up at 14-3-4, and 71 lb down and 94 Ib up at 17-0-1, and 122 lb down and 145 lb up at 17-4-0 on top chord, and 121 lb down and 30lb up at 4-0-0, 41 lb down at 5-0-12, 41 Ib down at 7-0-12, 41 Ib down at 9-0-12, 41 Ib down at 10-8-0, 41 Ib down at 12-3-4, 41 It, down at 14-34, and 41 to down at 16-34, and 121 lb down and 30 lb up at 17-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 11 Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(lb/ft) Vert: 1-3=-70, 14-16=-70, 26-29=-20, 3-9=-70, 9-14=-70 Concentrated Loads (lb) Vert: 3=-31 (B), 14=-31 (B), 21=1 (8), 17=1 (B), 9= 31 (B), 32=-19 (B), 33=-19 (B), 34=-18 (B), 35=-18 (B), 36=-18 (B), 37=-18 (B), 38=-18 (B), 39=-18 (B), 40=-18 (B), 41=-31 (B), 42=-31 (B), 43=-31 (B), 44=-31 (B) } 184 \GENS i PE 76,051 x1 *i -0 4- s Ar �139" cLL'p •73 i �� /��/11il 0NAI I MO Job Truss Truss Type Oty Ply MW-69-Grenadine- Club-Cust C1 Half Hip Girder 1 1 Job Reference (optional) - I Southern Tmss, Ft. Pi... -FL., M951 ...�._Run:" I.S Aug 4320UKPdnc 8.1105 ug 132019 IAITek Industries, Inc, Man Dec 3013:51:05 {---- page:4.-__-_ ID:gk72eeHo_wygRu35g00rgTyMFnX-D70IA SCKbKewjw7Pulg5ANbnWJ2Zt6dY6kNey3mja 7-0-0 944 1 16-0-0 1 50- 1.4, 5x5= 2 11 3 12 13 14 4 1> 3x5= UM, US, 2x6n NOP2XSR 9-0-9 ]-412 9"4"a 16-Od 6-7-e it Scale =1:39 1-104 Plate Offsets (X, Y): [1:0-0-8,Edge],[2:0-5-4,0-2-8],[3:0-2-8,0-0-8),[4:0-2-4,0-2-12],[5:0-2-12,0-0-4],[6:04-0,0-3-0) Loading (psf) Spacing 210-0 CSI DEFL In (loc) I/dell L/d PLATES GRIP TCLL (root) 1 20.0 Plate Grip DOL .25 TC 0.81 Vert(LL) 0.17 7-10 >651 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.21 5-6 >367 180 SCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) -0.01 5 n/a n/a BCDL %0 Code FBC201717PI2014 Matdx-MS Weight: 80 lb FT=20% LUMBER TOP CHORD 2x4 SP N0.2 *Except* T2:2x4 SP M 31 BOT CHORD 2x4 SP No,2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-13 Do pudins, except end vedicals. BOT CHORD Rigid calling directly applied or 8-6-8 oc bracing. REACTIONS (lb/size) 1=4561 Mechanical, (min. 0-1-8), 5=76511-8-0, (min. 0-1-8), 6=1765/0-8-0,(min. 0-2-5) Max Horiz 1=251 (LC 8) Max Uplift 1=-250 (LC 8), 5=-577 (LC 5), 6=-1387(LC 5) Max Gmv 1=505 (LC 29), 5=835 (LC 32), 6=1949 (LC 32) FORCES (lb) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 1-2=-528/245, 4-5=-553/555 BOTCHORD 1-7=-320/430, 6-7=.333/454 WEBS 2-7=-301/581, 2-6=-10051731, 3-6=-868/858 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; 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 250 lb uplift at joint 1, 5771b uplift at joint 5 and 1387 lb uplift at joint 6. Ps+ 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 426 lb down and 484 lb up at 7-0-0. 230lb down and 261 lb up at 9-0-12, 230 to down and 261 lb up at 11-0-12, 230lb down and 261 to up at 13-0-12, and 228 lb down and 257 to up at 15-0-12, and 223 lb down and 2451b up at 15-104 on top chord, and 457lb down and 285 lb up at 7-0-0. 91 He down and 29 lb up at 11-0-12, 91 lb down and 29 lb up at 13-0-12, and 95 lb down and 26 lb up at 15-0-12, and 117 to down and 24 lb up at 15-10-4 on bottom chord. The design/selection of such connection devices) Is the responsibility of others. 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 11 Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(lb/ft) Vert: 1-2=-70, 2-4=-70, 5-8=-20 Concentrated Loads (Ib) Vert: 2=-201 (F), 5=-89 (F), 7=-341 (F), 4=-182 (F), 11=-134 (F), 12=-134 (F), 13=-134 (F), 14=-141 (F), 15=-67 (F), 16=-67 (F), 17=-69 (F) Ni i PE 76057 ` -_ I I s A* r T —5'� q"\"Y172.e %t��� ������ 111,91 tVA l I ENG0��� 11 Job Truss Truss Type Qty Ply MW-69-Grenadine- Club-Cust CJ2 Jack -Open Girder 1 1 Job Reference (o tlona) P Southern Truss - Ft. Pierce, FL., 34951- -—.—.-----Run-Bali& Aug 132019 Print 8.310-S.Aug 132019 MiTek Ind usmes; Inc. Mon Dec 3013:51:05 _— -- Page:-1- ID:gk72aeHo_wygRu35gOOrgTyMFnX-D701A_SCKbKBwjw7PulgSANcIWR62yKdY6k"3mja -2-3.15 3 5-10 241a 3-a-10 4,2427 0 2 � -0--�- 1.4u 61 c 1 tr a 11 4 O1 24- 3-5.10 Scale = 1:32.1 Plate Offsets (X, Y): [2:0-3-13,Edge], [5:0-2-3,0-0-8] Loading (psf) Spacing 2-0-O CSI DEFL in (too) /dell L/d PLATES GRIP TCLL (roof) 1 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.04 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.03 4-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 ma n/a BCDL 10.0 Cade FBC20171TP12014 MaInx-MP Weight: 191b FT=20% LUMBER 1). Dead +Roof Live (balanced): Lumber Increase=1.25, TOP CHORD 2x4 SP No.2 Plate Increase=1.25 BOT CHORD 2x4 SP No.2 Uniform Loads (Ib/ft) OTHERS 2x4 SP No.3 Vert: 1-3=-70, 4-7=-20 BRACING Concentrated Loads (lb) TOP CHORD Structural wood sheathing directly applied or Vert: 10=57 (B), 11=47 (F=-7, B=53) 3-5-10 as purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=38210-10-15, (min. 0-1-8), 3=38/ Mechanical, (min. 0-1-8), 4=-15/ Mechanical, (min. 0-1-8) Max Hertz 2=135 (LC 20) Max Uplift 2=-319 (LC 4), 3=-38 (LC 8), 4=43 (LC 17) Max Grav 2=382 (LC 1). 3=56 (LC 31), 4=80 (LC 20) FORCES (lb)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 2-10=416/359 BOTCHORD 2-11=-369/401 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf: BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 pat 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 3816 uplift at joint 3, 319Its uplift at joint 2 and 43 Its uplift at joint 4. ' I I I I'r 5) Hanger(s) or other connection device(s) shall be //// provided sufficient to support concentrated load(s) 28 lb down and 28 lb up at 1-6-1, and 108 is down and 138 lb \\\\� up at 1-6-1 on top chord, and 8 Ib down and 16 Ib up at 1-6-1, and 451b down and 961b up at 1-6-1 on bottom ♦ 7 ,L chord. The design/selection of such connection device (s) is the responsibility of others. >` PE 76051 6) 'in the LOAD CASE(S) section, loads applied to the face !! I of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard �' A / �� S --' - - i O OR i��//s 0NA I E! \\\\ I Job Truss Truss Type Qty Ply MW-69-Grenadine- Club-Cust CJ4 Diagonal Hip Gilder 2 1 Job Reference (optional) P Southern Truss, Ft. Pierce, FL.; 34951 - - - z-- -+- -_ - Run: 83i cg-132019 Print: 8.3165Aug.132019 MiTek Industries, Inc. Mon Dec 30 13:51:05 . _ -0age:.1.._. . ID:Fi2MbzTPOMT6uKCfj6r9MYy3nyJ-D701A_$OKbK8wjw7Pulg5ANcI W Nt2yKdYGkNcy3mja -241-2 5-6U 24M12 5b6 4.2426 r— 3 ,J 66 Scale = 1:34.7 Plate Offsets (X, Y): [2:0.4-9,Edge], [5:0-2-3,0-0-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL (roof) # 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.16 4-9 >410 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.17 4.9 >398 180 BCLL 0.0 Rep Stress Incr NO WB O.OD Horz(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 26 lb FT=20% LUMBER 6) In the LOAD CASE(S) section, loads applied to the face TOP CHORD 2x4 SP No.2 of the truss are noted as front (F) or back (B). BOT CHORD 2x4 SP No.2 LOAD CASE(S) Standard WEBS 2x4 SP No.3 1) Dead +Roof Live (balanced): Lumber Increase=1.25, BRACING Plate Increase=1.25 TOP CHORD Structural wood sheathing directly applied or Uniform Loads (Ib/ft) 5-6-6 oc purlins. Vert: 1-3=-70, 4-7=-20 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc Concentrated Loads (Ib) bracing. Vert: 10=115 (F=57, B=57), 12=107 (F=53, B=53), REACTIONS (lb/size) 2=339/0-10-15. (min. 0-1-8), 3=111/ 13=6 (F=3, B=3) . Mechanical, (min. 0-1-8), 4=171 Mechanical, (min. 0-1-8) Max Horiz 2=172 (LC 4) Max Uplift 2=-315 (LC 4), 3=-133 (LC 8), 4=-12 (LC 17) Max Grav 2=409 (LC 31), 3=153 (LC 31), 4=134 (LC 20) FORCES (Ib)-Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-10=-534/459 BOTCHORD 2-12=-449/484 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) 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 133 lb uplift atjoint 3, 3151b uplift at joint 2 and 12 lb uplift at joint 4. 5) Hanger(s) or other connection device(s)shall beprovided down and 1381lbnt to up atupport concentrated )1 08 1 6-1, 108 lb own and 1381bu I\� p ` B� at 1.6-1, and 78lb down and 751b up at 44-0, and 78 lb down and 75 lb up at 44-0 on top chord, and 45 lb down and 96 Ib up at 1-6-1, 45 lb down and 96 Ib up at 7 \ town and 3to u at and on up at 446, and 3716 _ / PE 76051 'down and f s ch o necti on bottom chard. The design/ / selection of such connection device(s) Is the responsibility of others. t\— S AT 1 i,//SS oNA ENGX d� Job Truss Truss Type Oty Ply MW-69-Grenadine- CJ7 I Diagonal Hip Girder I 4 I 1 I I Club -Cult Job Reference (optional) Southern Trucs, R. Pierce, FL., 34951- -- -- ----. Jun: 8.31 5 Aug-032019-print 8,310 S Aug 132019 MiTek lndusides, Inc. Mon Dec 3043:51:05.. .._- ..—.Page:..1.--....- ID:gk72aeHo_wygRu35gOCMTyMFnX-D701A_SCKbY,8wjw7Pulg5ANG W KGZsQdY6ktvcy3mja �D315 St3 995 2315 513 481 Scale =1:41.2 S13 st3 9-5-0 4<n e q Plate Offsets (X, Y): (8:0-2-3,0-0-8] Loading (psf) Spacing 2-0-0 CS' DEFL in (too) I/dell L/d PLATES GRIP TCLL(rool) r 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.10 7-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1 25 BC 0.73 Vert(CT) -0.09 7-12 >999 180 BCLL 0.0 Rep Stress lncr NO WB 0.44 Horz(CT) 0.01 6 rue n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 48 I6 FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-14 oc puriins. BOT CHORD Rigid ceiling directly applied or 7-9-6 oc bracing. REACTIONS (lb/size) 2=51010-10-15, (min. 0-1-15), 4=167/ Mechanical, (min. 0-1-B), 6=302/ Mechanical, (min. 0-1-8) Max Horiz 2=320 (LC 4) Max Uplift 2=-461 (LC 4), 4=-179 (LC 4), 6=-228 (LC 8) Max Grav 2=672 (LC 31). 4=167 (LC 1), 6=416 (LC 31) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=927/426, 13-14=-872/438, 3-14=839/431 BOT CHORD 2-16=-569/855, 16-17=569/855, 7-17=-569/855, 7-18=-569/855, 6-18=-569/855 WEBS 3-7=01284, 3-6=-923/614 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Part. Encl., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcument 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 179 to uplift at joint 4, 461 lb uplift at joint 2 and 228Ib uplift at joint 6. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)139Ito down and 138lb up at 1-6-1, 1391b down and 1381b up at 1-6-1, 1081b down and 104 lb up at 4-4-0, 1081b down and 104 to up at 44-0, and 175 to down and 188 Ib up at 7-1.15, and 175 lb down and 18816 up at 7-1-15 on top chord, and 45 Ib down and 96 lb up at 1-6-1. 451b down and 96 to up at 1-6-1, 36 lb down and 3 lb up at 4-4-0, 36 Ito down and 3 It, up at 4-4-0, and 59 It, down and 27 lb up at 7-1-15, and 59 Ito down and 27 Ib up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S). Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-70, 5-10=-20 Concentrated Loads (Ib) Vert: 13=115 (F=57, B=57), 15=-75 (F=-38, B=-38), 16=107 (F=53, B=53), 17=6 (F=3, B=3), 18=-54 (F=-27, B=-P7) \\\\\\M Nil g// 7j/ 410ENSF i PE 76051 `. Job Truss Truss Type Oty Ply MW-69-Grenadine- CJ21 Diagonal Hip Girder 1 1 Club-Cust Job Reference (optional) Southern Truss—, Ft. Pierce, FL., 34951 '-- �1fE Scale = 1:33.8 Run: 8.31 S-Aug-13 2019 PrinC8,310 S Aug 13 2019 MiTek Industries, Inc. Mon Dec so 13:51.05' — — P2geH- ID:gk72aeHo_wygftu35gOOrgTyMFnX-D70IA SCKbKBwjw7Pulg5ANchWOIZyKdY6ktvcy3mja -3.945 3d1-5 z-s1s an-s 12 4,2426 r__ 3 J 0-0"14 1115 0414 86 Loading - q (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.05 7 >895 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.05 7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.02 3 n1a We BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 2116 FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP Nc.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=46410-5-11, (min. 0-1-8), 3=27/ Mechanical, (min. 0-1-8), 4=-45/ Mechanical, (min. 0-1-8) Max Horiz 2=144 (LC 4) Max Uplift 2=-378 (LC 4), 3=-36 (LC 8), 4=-60 (LC 17) Max Grav 2=464 (LC 1), 3=41 (LC 31), 4=93 (LC 20) FORCES (Ib)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-498/511 BOT CHORD 2-12=466/511 NOTES 1) Wind: ASCE 7-10; Vu1t=160mph(3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; 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 36 lb uplift at joint 3, 378 lb uplift at joint 2 and 60 lb uplift at joint 4. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 Ib down and 28 lb up at 1-6-1. and 108 11b down and 13816 up at 1-6-1 on top chord, and 81b down and 16 lb up at 1-6-1, and 45 lb down and 96lb up at 1-6-1 on bottom chord. The design/selection of such connection device (a) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (I1:18) ., . Vert: 1-3=-70, 4-7=-20 Concentrated Loads (Ib) Vert: 11=57. 12=47 PNI V1. 134E9//��i i PE 76057 sATT 0\ c�,1�•7y itv�� FS . OR I D //�//SONAiIENG\\�� �� Job Truss Truss Type City Ply MW-69-Grenadine- Club -Gust J1 Jack -Open 13 1 Job Reference(opfional) Southern Truss, FL Pierce, FL., 34951 --Run: 8.31 S Aug 132019 Print.-6.310S Aug93 2019 MTek Industries, Inc,Mon Dec 3013:5 :05 .. _ .. .__page: i ID:gk72aeHo_wygRu35gODM7yMFnX-D70IA SCKbKBwIw7Pulg5ANIKWUdZyKdY6kNry3mja 2 q-0 -0-0 6 r 2 T1xCn 1 O f � d 1 e a P 01 2a6= NOP2X STP 1-o-0 Scale=1:29.6 Plate Offsets (X, Y): 12:04-4,Edge], 15:0-2-3,0-0-8] Loading 7 (psf) Spacing 2.0-0 CSI DEFL in (too) I/deft L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.00 9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 10lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc puriins. BOT CHORD Rigid ceiling directly appiled or 10-0-0 cc bracing. REACTIONS (lb/size) 2=340/0-8-0, (min. 0-1-8), 3=-39/ Mechanical, (min. 0-1-8), 4=-68/- Mechanical,(min. 0-1-8) Max Hodz 2=76 (LC 8) Max Uplift 2=160 (LC 8), 3=-39 (LC 1), 4=-68 (LC 1) Max Grav 2=340 (LC 1), 3=27 (LC 10), 4=45 (LC 4) FORCES (Its) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind; ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf: h=16ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391b uplift at joint 3, 160 lb uplift at jolnt 2 and 68 lb uplift at joint 4. LOAD CASE(S) Standard M. \� '\,\CEN& PE 76051 � b S AT / Job Truss Truss Type Qty Ply MW-69-Grenadine- Club -Gust J1A Jack -Open 3 1 Job Reference (optional) - Southem Tmss, Ft. Plerce,FC.. 34951 Run.8 S'Aug 132U19 Pnnt 6.310 S Avg 13201H MIIeK InausVles, In0. M00 Uea av 1n:01:w -_ - - rage: l--- ID:gk72aeHo_wygRu35gOOrgTyMFnX-D701A_SCKbK8wjw7Pulg5ANnGWVRZyKdY6kNcy3mje 1-0-0 H 12 6 NOP2X STP 1 T � 'atJ_ f f 3 f f W- 1-0.0 Scale = 1:26 Plate Offsets (X, Y): [1:0-14,Edgej Loading a (psf) Spacing 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL (root) 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) 0.00 6 >999 240 MT20 244I190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES 1 B 0.00 HOrz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 3lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=44/0-8-0, (min. 0-1-8), 2=26/ Mechanical, (min. 0-1-8), 3=19/ Mechanical, (min. 0-1-8) Max Hera 1=35 (LC 8) Max Uplift 1=-15 (LC 8), 2=-25 (LC 8). 3=-10 (LC 8) Max Grav 1=46 (LC 13), 2=31 (LC 13), 3=21 (LC 13) FORCES (Ib)-Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 11 Wind: ASCE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 4) Refer to girder(s) for truss to truss connections, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1516 uplift at joint 1, 2511b uplift at joint 2 and 10 lb uplift at joint 3. LOAD CASE(S) Standard � Il l i PE 7605 r h STA TJOT I D F ��///s �NAI I ENG ���� ✓' Job Truss Truss Type Qty Ply MW-69-Grenadine- J3 Jack -Open 11 1 Club-Cust Job Reference (optional) Soulhem Truss, FL Pierce, FL, 34951 - _._ _.Run:.8.31S Au9432019 PtinC 8.310 SAug 13 2019 MiTek Industries, Inc..Mon Dec3013:51:05.. .. _Page_t — ID:gk72seHo_wygRu35g00rgTyMFnX-D70IA SCnK8wjw7Pulg5ANiK tZyKGY6ktvcy3mja � -2pp E 0.p 0 NOP2x STP 12 6 r 3 i Scale = 1:33.1 Plate Offsets (X, Y): [2:0-6-4,0-0-10], [5:0-2-3,0-0-8] Loading (psf) Spacing 2-0-0 CSI in floc) I/deft Ud PLATES GRIP TCLL (roof) i 20.0 Plate Grip DOL 1.25 TC 0.33 EFL Vert(LL) -0.01 4-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1,25 BC 0.06 Vert(CT) -0.01 4-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a r1a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 16 lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 GOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=328/0-8-0, (min. 0-1-8), 3=64/ Mechanical, (min. 0-1-8), 4=17/ Mechanical, (min. 0-1-8) Max Horiz 2=146 (LC 8) Max Uplift 2=-137 (LC 8), 3=-78 (LC 8) Max Grav 2=328 (LC 1), 3=86 (LC 13), 4=45 (LC 3) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vuft=160mph(3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 781b uplift at joint 3 and 137lb uplift at joint 2. LOAD CASE(S) Standard Nl i PE 76051 ATE ilfj � Job Truss Truss Type Oty Ply MW-69-Grenadine- J3A Jack -Open 1 1 Club-Cust Job Reference (oplional) Southern Truss, Ft. Pierce, FL., 34951 —. --. -- - -- — Run:8.31, SJwg 132019 Print 8.310 SAug 132019 MiTeklndustrles, Inc. Mon Dec 3013:51:05 - — Pager ID:gk72aeHc_wygRu35g00yTyMFnX-D701A_SCKbKewjw7Pulg5ANmaWUwZyKdY6kWcy3mja M.0 12 s r 2 NoM 6TP S� 0 1 et r r f 3 a4- -0-0 Scale = 1:29.6 Plate Offsets (X, Y): j1:0-1-4,Edge] Loading (Pat) TCLL (roof) i 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Spacing 211-0 Plate Grip DOL .25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017lTP12014 CSI TC 0.12 BC 0.11 1 B D.00 MaMx-MP DEFL In (loc) I/deft L/d Vert(LL) 0.01 3-6 >999 240 Vert(CT) -0.01 3-6 >999 180 Horz(CT) 0.00 2 n/a n/a PLATES GRIP MT20 2441190 Weight: 10 to FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=132/0-8-0, (min. 0-1-8), 2=88/ Mechanical, (min. 0-1-8), 3=45/ Mechanical, (min. 0-1-8) Max Horiz 1=105 (LC 8) Max Uplift 1=-48 (LC 8), 2=-91 (LC 8), 3=-12 (LC 8) Max Grav 1=139 (LC 13). 2=105 (LC 13), 3=57 (LC 3) 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=S.Opsf; BCDL=S.Opsf; h=16ft; Cat. 11; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 1, 91 Ib uplift at joint 2 and 121b uplift at joint 3. LOAD CASE(S) Standard M '6GEA%g�� r PE 76051 SS AT` a�G SSO/VAIIENGN����\ �L J Job Truss Truss Type Qty Pi y MW-69-Grenadine- J3G Half Hip Girder 1 1 Club-Cust Job Reference (optional) Southern Truss, Ft. Pierce, FL., 34951 _ —.Run: 8:31S Aug 132019 Print 8.310 SAug 13 2019 MiTek Industries, Inc. Mon Dec 3013:51:06 Page; 1 ID:gk72aeHo_wygRu35g00rgTyMFnX-hJagNJTg5uT_XtVJzbG3dNwvzvkclNmnmmTRR2y3mjZ 2-6s 46-0 22 12 6 ^ 4x7= bon 2 9 3 NOP2X STP MT24 e 2R4e 1.4n U4- 2a84 , 46 Scale = 1:29.6 1 244 1 1.942 1 Plate Offsets (X, Y): [1:0-14,Edge], [2:0-5-0,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lot) Well Ud PLATES GRIP TCLL (roof) 7 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 5-8 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vart(OT) -0.02 5-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.18 H02(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 20lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-0 cc purllns, except end verticals. BOT CHORD Rigid telling directly applied or 10-0-0 cc bracing. REACTIONS (lb/size) 1=470/0-8-0,(min. 0-1-8),4=433/ Mechanical, (min. 0-1-8) Max Hertz 1=64 (LC 8) Max Uplift 1=-206 (LC 8), 4=-204 (LC 5) Max Grav 1=503 (LC 36). 4=487 (LC 39) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-637/246 BOT CHORD 1-10=-248/566, 5-10=-248/566, 5-11=-272/625,4-11=-272/625 WEBS 2-5=-214/543, 2-4=-775/337 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 206lb uplift at Joint 1 and 204 lb uplift at joint 4. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1031b down and 76 lb up at 2-6-8, and 85 It, down and 31 lb up at 3-1-13 on top chord, and 3021b down and 173 lb up at 1-6-12, 78 lb down and 71 lb up at 2-6-8, and 250 lb down and 107 to up at 2-6-12, and 28 lb down and 6 lb up at 3-1-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 (lb/ft) Vert: 1-2=-70,2-3=-70,4-6=-20 Concentrated Loads (Ib) Vert: 5=216 (F=-250, B=34), 10=-302, 11=6 (B) N I M f E4 \GENS�N'i<:L:ice i' PE 76051 � 1 4- * A SAT - ,�;� i/ �`. ORIDP /��/S19ONAL ENG\\\\�� Job Truss Truss Type Oty Ply MW-69-Grenadine- J4 Jack -Open 7 1 Club-Cust Job Reference (optional) Soulhem Truss, FL Pierce, FL., 3495Y_ — Run: 8.31 S Aug 132019 Print 8.310 S Aug .132019 MTek Industries, Inc. loon Dec 3013:51:06 . _ page 1 ID:DkSodUnfRrICYZLiueKDYWy3nzC.hJagNJTg5uT_XtVJzbG3dNwl4vp1PenrnmTRR2y3m1>� -2-49 4-M 2-1-9 4 o NOP2X SIP 12 6 I— 3 Scale=1:34.9 0.9 Plate Offsets (X, Y): [2:0-3-0,Edge], [5:0-2-3,0-0-8] Loading . a (psf) Spacing 2-0-0 CSI DEFL in floc) I/dell Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.01 4-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.02 4-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 191b FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=36010-8-0, (min. 0-1-8), 3=101/ Mechanical, (min. 0-1-8), 4=38/ Mechanical, (min. 0-1-8) Max Horiz 2=140 (LC 8) Max Uplift 2=116 (LC 8), 3=-72 (LC 8) Max Grav 2=360 (LC 1), 3=101 (LC 1), 4=68 (LC 3) FORCES (lb)- Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcunent with any other live loads. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 721to uplift at joint 3 and 1161b uplift at Joint 2. LOAD CASE(S) Standard M. -51 PE 76051 I � SAT T I 1 `. ORIDP%�G /S oNAi I ENG?\��� Jab Truss Truss Type Oly Ply MW-69-Grenadine- Club-Cust J5 Jack -Open 7 1 Job Reference (optional) Southern Truss, Ff. Pierce, FL.. 34951 _ __ "—Run: 8.31 SAug 13.2019 Print: 8.310 S Aug 13 2019 MiTek Industries, Inc. Mon Dec 30 13:51:06 -- Page:9 ID:gk72aeHo_wygRu35gOOrgTyMFnX-hJagNJTgSuT XtVJzbG3dNM4vo3lPanmmTRR2ydmjZ .z-ao son aao sou NOP3X STP Sq-0 Scale = 1:36.7 Plate Offsets (X, Y): [2:0-3-4,Edge], [5:0-2-3,0-0-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP i TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.015 4-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.06 4-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 22 lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=397/0-8-0, (min. 0-1-8), 3=137/ Mechanical, (min. 0-1-8),4=55/ Mechanical, (min. 0-1-8) Max Horiz 2=217 (LC 8) Max Uplift 2=-159 (LC 8), 3=-151 (LC 8), 4=4 (LC 8) Max Grav 2=397 (LC 1). 3=169 (LC 13), 4=89 (LC 3) FORCES (Ib)- Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=1611; Cat. II; Exp C; Part. Encl.. GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint 3, 159 lb uplift at Joint 2 and 4 Ib uplift at joint 4. LOAD CASE(S) Standard n7t. i �� LOGE V& r PE 76051 AT / OR I D P 'O i��/SSONAIIENG\\\\�� �� Job Truss Truss Type Oty Ply MW-69-Grenadine- Club-Cust J5A Jack -Open 1 1 Job Reference (optional) Southern Truss. FL Pions. FL., 34951 Run: 6.315 Aug 132a19 Print: 8.31u1 Aug]3 zu1e lot sK IDOVSMS, In0. Mon uec 0V l3?l:Vb Pagel ..- ID:gk72aeHo_wygRu35gOOMTyMFnX-hJagNJTg5uT XtVJzbG3dN=8m01PanmmTRR2y3mjZ SOL It fE 12 2 6 r S1P t� o sl rl 2n4= 3 5-0-0 Scale = 1:33.2 Plate Offsets (X, Y): [1:Edge,0-0-4) Loading i (psf) Spacing 2-0-0 Cal DEL in (loc) I"a' LJd PLATES GRIP TOLL (roof) 20.0 Plate Grip DOL 1.25 TO 0.39 Vert(LL) 0.07 3-6 >905 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.07 3-6 >816 180 BOLL 0.0 Rep Stress [nor YES 11 D.00 Horz(CT) 1 0.00 2 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 161b FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (lb/size) 1=222/0-8-0, (min. 0-1-8), 2=151/ Mechanical, (min. 0-1-8), 3=71/ Mechanical, (min. 0-1-8) Max Horiz 1=176 (LC 8) Max Uplift 1=-81 (LC 8), 2=-159 (LC 8), 3=-13 (LC 8) Max Grav 1=233 (LC 13). 2=180 (LC 13), 3=96 (LC 3) FORCES (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=1 60mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf, h=16ft; Cal. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 81 lb uplift at joint 1, 159lb uplift at joint 2 and 13 lb uplift at joint 3. LOAD CASE(S) Standard i i� PE 76051 \ 1 _ I I F -D 4- !s ar Job Truss Truss Type Oty Ply MW-69-Grenadine- Club-Cust J7 Jack -Open 17 1 Job Reference (optional) southern Truss; FL Plerce, rL,: 951 Km:S.JI b Aug is Zula rnnc o.su Jnug is eu IV MueF mousIDes, mC inon uecJV m.=.u- rnye:i -- ID:gk72aeHo wygRu35gOOrgTyMFnX-hJagNJTgSuT_Xf/JzbG3dNw RvjDIPanmmTRR2y3mj2 -3-00 77 2-00 TLU NOPM STP 3 Scale=1.40.3 7-0 Plate Offsets (X. Y): [2:0-6-4,0-0-10],15:0-2-3.0-0-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udell Vd PLATES GRIP TCLL (root) 7 20.0 Plate Grp DOL 1.25 TC 0.75 Vert(LL) 0.20 4-9 >409 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.24 4-9 >348 180 BCLL 0.0 Rep Stress Incr YES Wit 0.00 Horz(CT) -0.01 3 n/a We BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 28 lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=47810-8-0, (min. 0-1-8), 3=2041 Mechanical, (min. 0-1-8), 4=87/ Mechanical, (min. 0-1-8) Max Honz 2=288 (LC 8) Max Uplift 2=-188 (LC 8), 3=.221 (LC 8). 4=-9 (LC 8) Max Grav 2=478 (LC 1), 3=248 (LC 13), 4=131 (LC 3) FORCES (Ib) - Max. Comp./Max. Ten. -AI] forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Part. Encl.. GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrem 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 221 lb uplift at joint 3, 188 lb uplift at joint 2 and 9lb uplift at joint 4. LOAD CASE(S) Standard L Job Truss Truss Type Oty Ply MW-69-Grenadine- Club-Cust J7A I Jack -Open I 1 I 1 I I Job Reference (optional) Southern Truss, Ft. Pierce, FL., 34951 - -- Scale = 1:36 3 Run: 8.31 S Aug 132019 PrintO.319 S Aug 13 2019 MiTek Industries, Inc. Mon Dec 3013:51:06 Page: 1 ID:gk72aeHo_wygRu35gOOrgTyMFnX-hJagNJTg5uT_XtVJzbG3dNwmFvi41PancnmTRR2y3r jZ 7-0-0 2 12 6 r d NOP2XSTP 1 T B1 3 as- 7-0 Loading i (Pat) TOLL (roof) 20.0 TCDL 15.0 BOLL 0.0 BCDL 10.0 Spacing 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS' TO 0.83 BC 0.63 WB 0.00 Matrix -MP DEFL in (loc) I/defl Ud Vert(LI.) 0.24 3-6 >344 240 Vert(CT) -0.28 3-6 >301 180 Horz(CT) -0.01 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 2211b FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 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 (lb/size) 1=312/0-8-0, (min. 0-1-8), 2=214/ Mechanical, (min. 0-1-8), 3=98/ Mechanical, (min. 0-1-8) Max Horiz 1=247 (LC 8) Max Uplift 1=-115 (LC 8), 2=-226 (LC 8), 3=-15 (LC 8) Max Grav 1=328 (LC 13), 2=256 (LC 13), 3=136 (LC 3) - FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Part. Encl., GCp1=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 Ib uplift aljoint 1, 2261b uplift at joint 2 and 1511b uplift at joint 3. LOAD CASE(S) Standard \ PE 76051 STAT Ong �i/<`gI-oR1DP X��\� /�///SONAL1F-X_ \��\ Job Truss Truss Type Qty Ply MW-69-Grenadine- Club -Gust J21 Jack-O en Girder p 1 1 Job Reference (optional) Soulhem Truss. FL Pierce, FL., 34951 Scale=1:29.4 Run: 8.31 S-Aug 132019 PHnI, 8.310 S Aug 13201g MUek Industries. Inc. Mon Dec 3013:51:06 Page:1 ID:gk72aeHo_wygRu35gO0rgTyMFnX-hJagNJTg5uT X1VJz G3dNv WveMIPenmmTRR2y3m12 2A88 6 r 2 1 d 1 B1 3 Jxa= 2-1a8 Plate Offsets (X, 1): [1:0-4-0,0-0-15) Loading (psf) Spacing 2-0-0 Cat DEFL in (loc) /dell LJd PLATES GRIP TCLL (roof) 1 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.02 3-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.03 3-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017rFP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-0-9 oc bracing. REACTIONS (lb/size) 1=125410-4-0, (min.0-1-8), 2=159/ Mechanical, (min. 0-1-8), 3=481/ Mechanical, (min. 0-1-8) Max Horiz 1=70 (LC 8) Max Uplift 1=-339 (LC 8). 2=-73 (LC 8), 3=-131 (LC 8) FORCES (Ib) - Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5,0psf h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) Refer to girder(s) for Wss to truss connections. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 339 lb uplift at joint 1, 73 lb uplift at joint 2 and 131 lb uplift at joint 3. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1642 Ib down and 467 lb up at 0-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-70, 1-3=20 Concentrated Loads (lb) Vert: 5=-1642 (F) Ai 7 PE 6051 \ �� � I " S ATy�y' 0�.�,�'�i-lam �i/ VO 0R I D ? ' k.\��� ////�S 01 IAI ENG \\\\ I, Job Truss Truss Type Oty Ply MW-69-Grenadine- J26 JACK 1 i Club-C Job Reference (optional) p Soulhem Truss, Ft. Pierce, FL., 34951 Run: 8.31 S Aug 132019 Print 8.310 SAug 13 2e1g MITek Industries, Inc. Mon Dee 3013:51:06 — wage:-17 ID2SGHPBIgL3U1RcLfGIL5X5y3oFv-hJagNJTgSuT_XIVJzbG3dNM4vr3lPanmmTRR2y3m7Z -2Ld I 24 2-0-0 2AA 12 6 r 3 2 I uao et i 4 W1 2w3= 2e-0 Style=t:32.3 �--� Plate Oftsets(X. Y): [5:0-2-3,0-0-8] Loading - e (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Lld PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.33 Ved(LL) 0.00 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Ven(CT) 0.00 4-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 1416 FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=31610-8-0, (min. 0-1-8), 3=451 Mechanical, (min. 0-1-8), 4-61 Mechanical, (min. 0-1-8) Max Horiz 2=103 (LC B) Max Uplift 2=-116 (LC 8). 3=-34 (LC 8) Max Grav 2=316 (LC 1), 3=46 (LC 13), 4=34 (LC 3) FORCES (lb)- Max. Comp.lMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=160mph(3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat , II; Exp C; End., 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 34 lb uplift at joint 3 and 116 lb uplift atjolnt 2. LOAD CASE(S) Standard PE 76051 I STAT a0 51 �' �NA� Job Truss Truss Type Oty Ply MW-69-Grenadine- Club-Cust V2 Valley 3 1 Job Reference (optional) Southern TNss, Ft. Pierce, FL., 34951 --- _ Run: 8.31 S Aug 13 2019 Print: 5.310 5 Aug 13 2019 Milek Industries, Inc. Mon uec 3u 13101:ub Page5i ID:gk72aeHo_wygRu35gOCMTyMFnX-hJagNJTg5uT_XtVJzbG3dNxylv"lPanmmTRR2y3mjZ 2-0-0 12 6 z W 2-d-0 Scale=1:26.6 Loading (psf) Spacing 2-0-0 CBI DEL in "Do) "do' Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL $ 15.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Honz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 5lb FT=20% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=6212-0-0, (min. 0-1-8), 2=48/2-0-0, (min. 0-1-8), 3=1412-0-0, (min. 0-1-8) Max Horiz 1=35 (LC 8) Max Uplift 1=12 (LC 8), 2=-36 (LC 8) Max Grav 1=62 (LC 1), 2=48 (LC 1), 3=28 (LC 3) FORCES (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10: Vult=160mph(3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp 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 nonconcument with any other live loads. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/I-PI 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 12lb uplift at joint 1 and 36 lb uplift at joint 2. LOAD CASE(S) Standard oPN I MI 183 / 7/// PE 76051 ` I I STAT Ong -Z6 Job Truss Truss Type Piy MW-69-Grenadine- V4 Valley IQ 2 1 Club-Cult Job Reference (optional) Southern lruSS, -t. Pierce, FL.. 34951 Run: 8.315 Aug 132019 Print:8.3105 Aug 132019 MITek4adustries,Inc.-Mon Dec 3013:51:06 _ Page:1 ID:gk72aeFic_wygRu35g00rgTyMFnX-hJagNJTg5uT XIVJzbG3dNwlhvoflPanmmTRR2y3mjZ u xx4n B 2 S� d 1 Bt 3 2x4. 2.4. uo Scale = 1:30.2 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(TL) n/a - No 999 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horiz(TL) 1 n/a - n/a n/a BCDL 10.0 Code FBC20171TPl2014 Matrix-P Weight: 14 lb FT=20% LUMBER TOP CHORD 2x4 SP No.3 BOTCHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 cc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (lb/size) 1=146/4-0-0, (min. 0-1-8), 3=146/4-0-0, (min. 0-1-8) Max Hertz 1=81 (LC 8) Max Uplift 1=-28 (LC 8), 3=-69 (LC 8) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES 11 Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 1 and 69 lb uplift atjolnt 3. LOAD CASE(S) Standard M - _3 i PE 7605 i - 3t- Job Truss MW-69-Grenadine- V6 Scale = 1:33.8 Valley I I 1 I Job Reference (optional) Run: 8.31 S Aug 13 2019 Print: 8.310 S Aug 13 2019 MiTek Industries, Inc. Mon Dec 30 13:51:06 Page: 1 I0:gk72aeHc_wygRu35gOOMTyMFnX-bJagNJTgSuT_XtVJzbG3dNmq,:,0IPnnmmTRR2y3mjZ 6-0-0 12 2x4u 3 4 W. 104 Lou 6n-0 Loading (psf) Spacing 2-0-0 CSI DEFL in (too) /deft L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 Tel 0.21 Vert(LL) Na - We 999 MT20 244/190 TCDL 1 15.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inor YES 11 D.05 Horiz(TL) n1a - n/a n/a BCDL 10.0 Code FBC2017ITP12Di4 MaVix-P Weight: 231b FT=20% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=74/6-0-0, (min. 0-1-8), 4=101/6-0-0, (min. 0-1-8), 5=296/6-0-0. (min. 0-1-8) Max Horiz 1=131 (LC 8) Max Uplift 4=-48 (LC 8), 5=-140 (LC 8) FORCES (Ib) - Max. Comp./Max. Ten. -A t forces 250 (lb) or less except when shown. NOTES 1) Wind:ASCE 7-10; Vult=160mph(3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsfth=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 4 and 1401b uplift atjoint 5. LOAD CASE(S) Standard M. �t / PE 76057 SS AT� -\