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HomeMy WebLinkAboutTRUSS PAPERWORKSOUTHERN TRUSS COMPANIES Southern'Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772) 464-4160 * Fax: (772) 318-0015 r1 V�G4i IIIIVI/uP Hvu. Job Number. J1800494 Customer: Ryan Homes Name: Oakland Lake - Lot 60 Address: 5271 Oakland Lake Circle City, sr. ZIP: Fort Pierce, FL 34951 Truss Engineering Criteria & Design Loads Building Code and Chapter. ComputerProgram Used. FBC2017/TP12014 I MITek Version: 8.23 Oct 2 37.0 psf ROOF TOTAL LOAD I N/A 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) I St. Lucie County This cover sheet Is provided as per Florida Statute 61 G15-31.003 in lieu of signing and 1 t r t I t sealing each individual sheet. An Index sheet of the truss designs is attached which is M• BLEgk numbered and with the indentification and date of each drawing. % 9'• .STp7E D' 2 0 --,.o�;..y � bVR�R"��� . o. Date Tmss 1D# 1 11/14/18 Al 2 11114118 A2 3 11/1411B A3 4 11/14/18 A4 5 11114/18 A5 6 11/14/18 A6 7 11/14/18 A7 8 11114/18 A8 9 11/14/18 A8GL 10 11/14118 81 11 11/14/18 e2 12 11/14118 B3 13 11/14118 84G, 14 11/14/18 C1 15 11114/18 C2 16 11/14/18 MG 17 11/14118 CA 18 11/14/18 CA 19 11/14/18 CJ7 20 11/14/18 CRA 21 11/14/18 J1 22 1 11/14/18 1 J2 23 11/14/18 I J3 1 24 11/14118 J3A 7 25 11/14/18 J4 26 11/14/18 J5 1 27 11/14/18 J5A Engineer of Truss Design Package Brian M. Bleakly FL Reg. Eng. No. 76051 2590 N. Kings Highway Fort Pierce, FL 34951 No. Date Tmss ID# 28 11/14/18 A 29 11/14/18 J7 30 11/14/18 RA 31 11/14/18 J58 32 11114/18 L1 33 11/14/18 L2G 34 11/14118 MV2 35 11/14118 MV4 36 ii/14/18 MV6 37 11/14/18 V4 38 11/14/18 V8 Page 1 of 1 TYPICAL DETAIL (9 COR.NER. - HIP NOTE: NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. (Z) UP TO NAILS 265Q = 2-16d REO'D. 132.5# per Nail (D.O.LFactor=1.00) nds toe nails only have 0.83 of @ UP TO 394# = 3-16d NAILS REQ'D. lateral Resistance Value. 12 E;( SQ 10- & OVER �QA �r SOA J7 A' � ) r/ 'O n u n ii ii J3 s O O A O O = ^'J5use. 7-0-0 GIRDER 2-16d toe nailHIP / `NTC & BC. H7 NGIRDIER) A A A 011\ 1.5&� „- OVER —------'�- ,O Typical jack 45' attachment - use 3-16d\ toe nail 0 TCN TPICAL CORNER IAYOUf & �-16d @ g—g-5 CORNER JACK GIRDER IC,' 1 Typical Hip —jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1-J3 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - - - - -- 27-16dnoils ----- J5 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - - - - -- 2-16dnails ----- J7 TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - - - - -- 2-16d nails ----- HIP JACK GIRDER (CJ7) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - - - - -- 2-16d nails — —— — MINIMUM GRADE OF LUMBER LOADING (PSG SIR. 1N 0—= O FBC2017 T.C. 2x4 SYP2 . TOP 20 2z4 SYP 2 WEBS 2x4 SYP No.3 BOTCH 00 10 WE SPACING 24' O.C. SOUTHERN Fort t Pierce Division 2590 N. Kings Highway, COMPANIES Fort erce, FL (800)232 01509 (772)464I4160 I,I v/. mawawn Fax:(772)318-0016 Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 J TYPICAL DETAIL @ CORNER - HIP NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.LFoctor=1.25) rids toe nails only have 0.83 of lateral Resistance Value. 1-0 1-0 -'(D ALLOWABLE REACTION PER JOINT QA UP TO 2651 = 2-16d NAILS REQ'D. © UP TO 394# = 3-15d NAILS REQ'D. Typical jack 45' attachment CORNER JACK, GIRDER TYPICAL CORNER LAYOUT Typical Hip -jack' attachment CHORD HANGERS FASTEN ER GIRDER JACK J1-J3 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - - - -- - 2-16dnails -- -- J5 TO 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 ---- IIMUM GRADE OF LUI, T.C. 20 SYP $2 B.C. - 2x4 SYP 2 WEBS 2x4 SYP No.3 LOADING (PS!) SIR INCR: 25z L a FBC2017 7DP 2D SoTMM 00 1a SPACING 24' O.C. SOUTHERN TRUSS Fort Pierce Division 2590 N. Kings Highway, Fort , FL COMPANIES (800)232 0i509 ( 2)46414160 Mqc//w =uthe dtr wm Fax:(772)318-0016 Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pieree, FL 34951 772-464-4160 Hangers Face Mount Hanger Charts iTek° _ JoistBxre _- �." Stodt Na _ �AeL Na Gauge Daneffifo�Yn) - _ Faatener5d�eduk'f.`- - "' 11F/W ADovrahk Ltads P.? o g c ' - ••. .,., :Code ",. Xeddei' .Joist _.. t �W H • D A"- MiN Max - .. Nail Roor 100% RooF " UpMt' J124 W24 20 1-9116 3 1-12 15116 _ 4 tad 1 2 1 10dxl-12 .470 1 5401 580 320 5, R5, F2 4 76tl 2 10d z 1-12 560 640 j 695 320 JL241F-TZ - 1B 1-9/16 3-18 1-12 - _ 4 10d FmGj 2 lad i-12 HDG 465 5351 580I 280 31, In. F32 4 76tl HDG12 10dxi-12 HOG 55016151 fits 1 20a 2x4 JUS24 WS24 1 18 1-9116 3-18 1-3/4 1 4 1 lad 1 2 1 lad '5751 775 ! -635 11 510. -a SUH24 U24 16 1-916 3-1/4 1 2 1. 6 - 4 1 tad 1 2 1 1adz1-12 '-500 .560 1 05 38D 5, 4 lad i 2 1Odx1-1/2 .590 665 1720) 38D. 1 Hr HU26 14 1-e116 3-12 2-12 1-1/8 Min 4 16d 2 2 tOdzl-72 615'. G95'- 745 1 355.' R5, F2 -615 051-145.1 'S95 ... ]L26 20 .13/46 ¢314 �1-12 T5pfi -lad - 6.. IUB 1 4" t6d x1:"72'+-. 71D 8a5 1 870 650 - 7 < 1' , t6dx7-72 846 1 960 'I 1D45 650.. - JL26IF-Z{ 4 WC26Z - 78 .I.:an 411t 1:'72 �� _ 6 "10d HDG 4.1 lodx1-72H0Gi 695 BOO 870' 730 31, R1, F32 6 16d HDG 4 �i:tpdxi-02HOG 83a i 950'11635 730 -' J11526 :{LUS26 -.1. 78 I7-9/16 443N1-374 11"` = 4' '10d 1 a - 1Dd"5 870' 100091a001 1115 J 5, R5, F2 NL1126 -IdI1 6 is `. 13/i6. 5-111fi -c2 1. 9 = 6` C70d -j 6'.� .•-10d%- .112a5 1475 16DS 865 1 31, In. F32 _,...,,..;', SUH�' J126- 16 1-9/t6 S1B-2 73/l6. =- 6'---lad 1 4. 10d ti T-72 750 840.9101 755 - 76tl .-.a ;. "f]Odx T-12.1 "BBO 100011080 755 .' v T91Sli lM526--'.: 16. 17-gg '.57A6-.. 3 2 = "- '141 :_ 76tl --i=6 1- " "76tl-' 276013140 3345 1925 - HD26 Hp26 ' 14 _' 1-9716 3-112 .I ii 2-12 .. 1-18 `.. .Min' d q..' 76tl 1 2 i, ladx1-12 615 695 i 745" . 3G5.. 5, R5, Max- Falls G95 .1 745 1 5% . HD28 HU28 74 / 1-Rn 5-114 .�2-12 111 ' i1B . Mm Ida 8. !r160 4 " -'IOdx 1-1/2 " 1230 13M 1 14901 7W.F2 6 1230 1390114901 825 JL26 L1126 20 1-9/i6 43l4 1-12 15/16 - 6 10d 4 I 10d x 1-12 1 719 BOS 1 870 1 650" 6 76tl 4 10dx1-12 B4a 96011W5, 650' JL261F-T2, WC26Z 18 i-9/I6 4-12 1-12 - _ 6 lad HOG 4 110dx 1-12 HOG 695 BOO 370 730" 31,Ri, F32 6 166 HOG 4 1Odx1-12 HOG :830 95D 1a35 730 JL28 WZB 20 1-9116 6-318 1-12 15/i6 _ 10 10tl 16 1odz1-12 1180 12951.1295'j &5. 5 R5 F2 1D 76tl 1 6 10dx1-12 1406 1800117401 B55 J28ff-TZ - 18 1-9/l6 6-18 1-12 - _ 8 tOd HDG1 4 10dz1-72 HOG _93g 1065 71601 730. 31, R1, F32 8 16d Hoa 4 ledx1-12 HOG 1105 12i511215 730 JU326 LLLSZfi 18 7-9/16 b13h6 1-3/4 1 - 4 10tl 4 I 10d 870 1000� 1a80 1115 5 JUS28 LUS28 18 1-9116 6-5/8 1.3/4 1 6 10d 1 4 lad ilia 127,0.1 1375 1115 MUS26 MUS26 18 1-RA6 5•1/16 2 1 - 6 lad 1 6 lad 1285 1475116D5' 865' 31. In, 2z8 MUS28 MLIS28 18 1-9H6 7.1116 2 1 a 10d 1 8 lad '1710 1970! 21401 1230 F32 Stain U26 16 1-9116 5-1/8 2 1-3/16 _ 6 tad 4 led z1-1/2 _750 is j 910.1 755 '1 6 -16dj 4 10dxl-l/2 880 1 1ODOj 10861 755 SLIH28 - 16 1.9/16 6-51B 2 1-3116 _ 8 tad 6 lad x1-12 1WO 11201 12101 B00. 5, B 76tl 6 led 1-12 1175 13351 1440.1 800:` HM26 HUS26 16 1-58 5-7/16*-1/8 14 76tl 6 lad 7760 3140, 3345 1925 R5 INS28 HUS28 16 13B 7-3/1622 76tl 8 I lad 417D 4345.. 43451 2570 � F2 RD28 HU28 14 1-9/I6 5-114 8 161 4 lad 11-112 123D 13901 149D 780 Max 6 1730 139011490 BTS'- HD210 W210 ' 14 1-9/16 7-3116 10 76tl 4 10dx1-12 "]540 1735. 1865' 786 14 6 2Yg 2430.1 2610 1170 1) Uplift loads have been increased 60%tor wind orselsmic loads; no further increase shall be permmed. 2)16d sinkers (0.148 die. x 3-1/4' long) maybe used at ON of the table load uAmm 16d mmmms are speclDed. This does not applyto JUS, HUS, MUS slant rail hangers, 3) For JUS, FILLS, and MIUS hangers: We must be driven at a 301 fo 45 angle through the joist urtms Into the headerto addeve the table loads. 4) Nen 9.10d x 1-12' na0s are0.1481 da, x i-12' lon%1Od nabs are 0.148' dia-x3' long, 16d mere 0.16r du-x 3-12' lon Now Ivoducls a updated pmduct information are designed in blue Tool. 6orr6slon Finish WStamless Steel ♦ lGDld God EHDG ETHple Zinc 112 Continued on nad page m C S Hangers Face Mount Hanger Charts MiTO - - dolst ScaleJ' USP .Stock Na . >r Pef No.: " S1ee1 Gauge. Dimensions [m)-AOuwahle Fastener Sehadule DFlSP .. leads (Lhs )x . a cox .. . '. E Hel: - W H 0 A Min/.. Max - Nad .., - ..Nail -Root: flaol Upiiftr 1BA 115% 125-A 950% JUS24-2 LUS24-2 I 18 3-18 13-7/16 I 2 I 1 4 16d 2 16d 1805 920 965.1 325 SUH24-2 U24-2 16 3-1/8 3-18 2 1-1/8 _ 6 10d 2 10d 750 840 ] 970 1 380 6 16d 2 104880 100D170801 380 (2)2x4 HD24-2 HU24-2 14 3-1/8 3-12 2-12 1-1/8 - 4 16d 2 10d 615 -695 1 745 '385 HU524-2 14 3-1B 3-7/16 2 1 4 16d 2 16d &SO 965 { 1D40 495 HU824-2ff 14 3-18 13-7116 2 1 4 16d 2 16d - 850 1 965 1 1D401 495 { JUS26-2:- :: °, .:WS26-2:?:. 1:' 18 ' -VIS 5-1741 2 1,.:..-_ 4':1`16d '�4': lsdr 1D40 1185.E 1zz01 1355 - ' 7 SUH26-2 .�.U26-2 7: y- _6 _3-118 .� 5-1/16 tit] I 2. 1 1B 70 ,'10d. ,4:1 10d: 125E 14D5]1515{ 755 dd 1 t6d 4 10d'] 1470. 167g 1800 755 = HD24-2 -:.-f_HU24-2r .'1' 14 13-18 3-12 I2-12 I1-1BI'.- I:"4,: 16d 2.-{ 10d 1 615 .] 665# 7451 385 -- tiUS26-2.-'I° 14" �I 3-18 ]'5-:7/4I2' I 1 -.. `4 16d..I 4:1 t6tl 10Ii5 1235 1300 1155" -(2J2xfiHU326-2 HU526-21F '...i:: HUSC262 ^1-- 14 ' .3-119 1-5-114 1 2�- 1 :'4 •.'16d. 1,4 1Sd" 1085" 9235 73001 1J55 HD2&2;j�:HU2F2 j.: 14 - .. &1B 5-1/4 2-1/2 �..._.. 1-18 APa I - e 1� :' 4 �� .: - 1230 18501 7390 2085I ° 1490' 22351 7811 117D I Mm 12 =6 . '•. 11D26-zIF '� HUC26-z iI.::143-18 �> 5=114 1 z-1rz -I n ' 8 16d :. 4 6-- ' 10d . i230 1850 1310 21185 j 149g 22ii ] 78g 1. 1170 'Max 12 JUS26-2 LU526-2 18 I 3-1/8 5-1/4 ( 2 1 4 16d 4 16d 1040 1185 1220 1355 JUS28-2 LUS28-2 18 3-18 7-18 I 2 1 6 16d 4 16d 1325 1510 1645 1355 SUH26-2 U2G2 16 3-1/81D 5-1/16 II 1 2 1.718 - 4 104 1250 M51 1515 1 755 10 1111 6d 4 10d 1470 1670 1800J 755. SUH28-2 - 16 3-18 6-114 2 1-18 - 12 11 4 10d 150D 1685� 1815] 755 12 16d 4 1Dd .3765 "1915 11915I 755' HUS26-2 HUS26-2 14 3-1/8 5-1/4 2 1 - 4 16d 1DB5 1235 13D0 1155 HUS26-21F HUSC26-2 14 3-1/8 5-1/4 2 1 4 16d 1085 1235 130DT 1155 HU828-2 HUS28-2 14 3-18 7-18 I 2 1 - 6 16d 1625 18501 1995 1810 j2)2x8 HUS28-21F HUSC28-2 14 3-1/8 7-1/8 2 1 - 6 JM6 16d 1625 .iM 1995 1810 H026-2 HU26-2 14 3-18 5-1/4 2-12 1.118 ATm Mm. a 12 10d 12W 1B50.2085: 1390E 1490. 2235 780 1170, F2 H026-21F HUG26-2 14 3-18 5-1/4 2-12 - Min 8 1'd 12311 11151111 1390. 2DB51 1490 2235 1 7811." 1770 MU 12 HD28-2 HU28-2 14 3-18 7-18 2-12 1-1/8 win Mm 10 14 16d 4 tOd 1540 1735I 1865 780 6 2155 2430 2610 1170 HD28-2ff HUC28-2 74 3-1/8 7-1/8 2-12 - Min 10 1� 4 1� 1540 2155 1735 2430125101. 18651'-780 1170 19 Ma 14 0 - JUS2&2" -: -::] LUS28-2">`. 1" ]8 , =3.18 :7-.1)B :'_ z:.. ,.1:, :`- .6 - :16d: -4. 16d 1325 1510116451 1355 JUS210-2.'::'. .LUS210-2 : '1 18 . 3-1/8 1-9-78 2- { 1 ' .-8 '. 16d 6.. { 16d-. 1845. 2105 .2290 I 19BO :1 SUH28-216 3-18 -6-1/41 '2".I1118 - ,-12 10d .' 4;' ] -10d.1 15DO 16a5 1815 ' 755' 12 16d -'.4 1gd 11765I 1915{ 1915I 755 SUH210.2 ' U210.2 ` 16 31B ,8-9/1fi 27 ` 1B --, 16 .16 10d- 16d'- : fi - 6 -1 10d 120M 10d 2m 2245 2670. 2mo 2420J780 HUS282 '�: 'HI1S282 ,14 3-18. 7-18 -21.:-. ..7 - -'. -6, .16d: .6' 16d 'I 1625'1 B50 19M HUS2&2ff---:'HUSC18-2' T4 .3-18: -718' :2'-:' 1 --" 'i- ':16d-' :6%. 16d 16251850 1995 - HD282 - - -F02&2 - --1-0 318.` 7�B 212418 Mm 14 i6d -4-Imil -- 16d:12)2x1D -... 2155 I= 2430 IBM 26f0 6.I i'718 " 2-02, NI-N'•10 i6d 4' .,": 10d..Mrs - .-: 15407T35. 2155 24311 i86531/8• 2516 '14 .-.:fi_. HUS210.2-_ ..HUSZ10.2_.- -14 .3-1/8 9-11H 2-`- :1' - : ,.8, .16d. -8--16d- 2170 2465'2660 2210: HU5210.2F _.:, .:FNSC11 -2 •.:..14�:. '. 3-1/8 -9-118 r 2 ' " 1 -:, . 8 ; 1fid-: ` e j -16d 2770 '2465 2660 2210- Hd210-2 i `HU210-2 • -1-0 3-18 Mm-r`14 Mrs .20 16tl ?.6.,: ': 10d 2155 :2430 .2610 1170'' �10 - 3080 3475 ;3725 ';7950 H0210-21F �, .HUG210-2 - �74 318 - Y-9 272 : .� .-Min -14 16d `-.6e - -.-. tOd ZI55 :2= MG ; 1170' :Maz.'20 :]8='. 308[I.3W5 3725 1950. HDU21g-21F -. .HUD02102'..'14 3.114 j... 9 3S-tl12 =.(-12. L.N53 ::5: WS3:.:SOf5. :3590 5590 :.2d751 131. RI. F32 1) Upldt loads have been increased 60%for wind or seLvnk loads; no further increase sha0 be permitted. 2)16d sinkers (0.148 d'u. x 3-1141 Imx,S may be used at 0.84 tithe table load where 16d amnions are spy'red. This does run apply to JIIS, HA Ml6 mart nag hangers. 3) For JUS and HUS hangers: Nails must be driven at a 30° to 45 angle through the joist mtrus Into the header to achieve the table loads. �, A 4) WS3 Wood Screws are 114' x 3' long and are included with HDO hangars. 5) NAILS: IOd nails are 0.148" dis. x 3' long: 16d are 0.162' dia. x 3-12' long. ' New products ar updated product information am designated in blue font" H Carrosion Finish ■Stainless Steel C-2GDld Goat ENDS NTriple Zinc 114 Continued on next page Copyright 2018 MITek Industries, Inc, All Nights Reserved d� zac'. Li C IT ■ y o� m. O ci S o. b a� 9 @9@ G y� D �g C m 5 A�C r V C�. I� �OV w W Yu'y r— W� �. ,Y N N.' ". p1 ASI A Qi OI �... YI m p N P RC CJ *'i Sj dI m T—I(L.l T N P C C W IJ N N �pCu.5.. 9. o' P' z ' I lva.am Y W W " ' uvWu I� . y, JiN_' y •li�. P �P1'. � �"Pn A e,..4. 'P' (��,, 01e3-' �' yA,- el yA,. oa oB {4n el �4n 3 5Yn e3 d tea::to yP,.. . al, el to as nl vl .� 9. ' T 9' T T T T �' P T 4 4 4' 4 m �'� ,.-a•' 4' T O �. A m, m �' � � � � a a a � a `,a' a 'p a � S 5 5 � � m I +r�:! O - N N N N N N ''• :N N .J a ". � N O V a a a a a a a I ('2 J I I a. m 8a _m cT 'i53` a a as as Sg S' �`y�"ii I I.'�.�333 i���. S I I. ,1�d 3 3 III ii'g'%.3 S� 5ii ii a R d 9 �NN 1 � a91 9'r°NNI 3'N� 3 3xN � 94 Z ' N IN, POAAO N POPA mm_ PpAON mN mm mANNm ��LmN�6PPOPOPm Nu Wm tA! POIAOI mm g $' t "p.. ..p+, p 6 p d p,' 6 6 O 4 G 6 p 6 p 6 py 6 q G G, G®® p m R C- as . Cons on. Finish sJGBUBH L16naerS Face Mount Hanger Charts Wek° Joist S'va -. USP ,cC Stock Na "11ei.No. $feel Gauge - .. D'mrensinns jm) .. fasNmer Schedule . DF/SIP .Alla_wahk Leads (1M.) .� t c'a 1L Code '' Nei. - .. Header : - -Jmst _ - W -` H .D' A' NfiN: Mai ` DIY Nall .Bty _ NaH- Rom Root UPIItt' fro% 115% 12594 160% JUS46 I LUS46 1 18 3-5/8 5 2 1 4 166 4 I 1rd 1040I 11851 12201 1355ff L146 16 3-9/16 4-13f16 2 1-1/B_10 lad 4 1 lad 1250.{ 1405I 15151 755. 755' 10 lid 4 lad 1470:11670' 18n01 HUS46 14 3-5/8 5 2 1 4 lid 4 16d 1085 1 1235 13001 .1155-1 4x6 HUSC46 14 3-5/8 5 2 1 4 lid 4 lid 108511235113001 1155'1 EJUS4B HU46 14 3-9/16 5-1/16 2-12 1-1/8 Min 8 lid 4 lad 12301 1390 14901 7801261850 1170 2085' 22351 HUG46 14 3-9116 5-1/16 2-12 - in a 8 lid 4 lad1660 12M 13901 1490)-'780 1170UJ946: MIn 6 120a5 2235 ':1 18 �3-511I .:5- 1 2.1 1. I- _ .1'..4 "1. 16d'- -4''i 96d---: 104011185' 12201 1355' 1J1S48 18, .3-5/13 -6-7/8 I' 2 j 1 '- I - fi :: 15d -0 ;.1 16d: I93251 1510 1645 1355 = -. - SIM46 '- i. a :U46., " 16„ 3-9/i6 4-13116� 7 . - 1 tYB - -10 90d' -4 .I . 10d ` ! 1750) 1405 15151 755 . 755 10 15d {.. 4. :10d j1470 16701 1800 ..,-. HU546 HUS46 .., 14,. '3-5/B .�; 5- .2 :' 1.'.. ,._ 4- :lid 4 - lid-' 1DO51 12351 1300.1 1155 1 .HUS461F -�'' HUSC46 { 14 3_518 5 1::. :. 4, `16d. -4-' 16d" �. 108511235)130D 11551 _- H1b48. ::. 1 HU54B 14-� S-SM 7.--1-2. . 1';'1- -' ' 6 . lid 6 =-1 lid;'., 1601-1850 119951 1B70': 4 : 'HUS4BF ": J HUSC48'-I 14 i 3-SM-1 7 1:-2- j'.. 1' - 6 " 16d. 6 .1 •'. .16d- 16251-185D 1 1995) 1810 1 Y8'.- HD46 ": �•1 tt NU46 "14 (5-9/16 5-if16 .�' - -121 . '. 11/8 Min 8 1 lid ! . 4 - ) " -` 1aa';- 12M 13901 14901 780 1170 MaX:' "12 6. ie50j 2085 2235 HD461F.:.: j.flUGd6 ..1, 14 - $-9/16. - I Stp6:' '� 12 -1 -121 - Min- . 8 .76d. 4 tOtl : . - 1230 11390 1490 1 7B0 1170 5, R5, MaY I 12 -6; 11850'1 2086 2735.{ �. HD48 - _ 'I y HU48 ". - 14- T 3-nS - B-15/16 - " 2-12 ( t 1-IJB - 'tdin 10 - lid '4 - - - 10tl .:. 1540- 1735 18651 .780 . 1170. F2 M5X 14 6 Z155 24301 2610 .'� .. ..• HD48N .: HUG48 14 .. •. 3-9/16 6.1511fi.. 2121- -Mn `10 - tfid .. 4 10tl,., 154o11T3i 1665j 780 Mai' .14 .. fi 2155 2430 2610:1..1170 . JI1548 111548 18 3-5/8 1 6-7/8 2 1 6 lid 4 i6d 13261 1510 1511 1370 JU5410 W5410 18 3-5/8 B-7/8 2 1 8 lid 6 lid 18451 2105 2290 198D' $181410 I U410 16 3-9716 &3B 2 1-1B - 16 10d 6 I 11 2DDD 1 Z245 242Dj 1135 16 16d 6 10d 23501 2670 2860) 1135 HUS48 I HUS48 1 14 3-518 7 2 1 6 lid 6 1 lid 1625 1850 1995 1910 HUS4BIF HUSUB 14 3-5/8 7 2 1 6 16d 6 16d 1625 19.50 1995 1810. HD48 HU48 14 3-9/16 6;15M6 2-12 1-1/8 Min 10 16d 4 10d 1540 1735 .1865 1 780 Max 14 6 21551'2430 2610 1170 4 x10 HD481F HUU48 I 14 3-9/16 6-15/I6 2-12 _ Min 10 lid 4 lad 15401173.5 18651' 780 Max 14 6 2155{ 2430 2610{. 1170- HI1541D HUS4114 3-5/8 B-7/8 2 I 1 8 lid 8 lid 12170: 2465 265WI. 2Z10 HU5410ff 14 3-5/8 8-7/8 2 1W 1fid 8 16d 12170 2465 2fi60: 22f0 . HD410 14 3-9/16 B-13116 2-12 1-1fid fi lOd 2155:1 2 330 2fi10 103DB0 .3475 3725 1M HD41OF ;HUMQ4110 14 3-9716 8-1V162-112 1� 6 1� 2155 2430 2610 '1770 10 -3080 .3675 3775 ism HD04101F 14 3-9716 9 3 1-12 12 W53 6 W53 5015:1 5590 5590, 2975 J 31, 111, F32 1) Uplift loads have been Increased 60%for Wind orseamic loads, no further maease shad be permi0ed. 2)16d sinkers (0.148 dia x 3-1/4' long) maybe used m 0.94 of the table load where 16d mmmons am sped0ed. This does not apply to JUS,141S, MUS slant nall Iwgera 3) WS3 Wood Screws are 1141 x 3' long and as Included w8h HOD hangers 4) NAM 1Od nails are 0.148" dia, x 3" long, lid nails are B.162" da x 3-1/2' long. New pmducls or updated pmdwt hdmmatimi are designated In blue tent. Corrosion Fnish ■Stainlew Steel G6old CDat UHDG Blidple Zinc 119 �I ` r �-�..�► � IDEAR i l MINIMUM GRADE OF LUMBER UNLESS SPECIFIED ON ENGINEER'S SEALED DESIGN, APPLY 1e4'T'-BRACE, BOR r- ' LEHOTe1 DF n VAL EY DQaE aP6TlE9 AND CMOE DR SERER ATTACNEn lap Cheryl 2M4 9YP �2 9PF ip1/r}1 or bolter T•IITH Od BOX D.L79 a.B TTMI.s AT e' OC, Oft coHmnNUEvs OL ML BMaIMG, BoB Chop( 2MJ(e) OR 20 SP #2N OR SPF f 1/12 or better EQUALLY SPAC FDR CAL VALLEY WEBS GREATER THAN 7'—a". WEbF 20 SW 13 or bettor KVQMUM VALLEY VERTICAL HEIGHT bAY NOT UOEED (•)•Sw1 LAY BE RIPPED TOM A See. (PROHED OR DQUNIE) 1OP PJIORU OF TRUSS BENEATH VALLEY BET MUST BE BRACED WRW PROPTqIN ,,AATTACNaD, RATED CHFATWNO APPLIED FNVALLEY TRUSS TO VALLTRUSS ('•) ATTACH BACH VALLEY 70 EVERY SUPPORTING TRUSS, WOWI HTIAIJATIaN (1) lad BOX (O,IJD' 2 4.0 NAILS TOE—NAW FOR PURUNS AT 2e 00, OR AS D)1AERWISE SPECIFIED ON ENGINEERS' SEALED DESIGN nD 0� ABC[ 7.19 J'W MPH IRMO. On _ -?0_ MEAN HOOM ENCLOSED BUILDING. BY VALLEY TRUSSES USED W UEU OF PURUN SPACING AS SPECIFIED ON GIP. 0, RW@ENCLAL, WIND TO DL.B pap. ENORIEERS' SEALED VESIUM CUT Ip xaS On Rom REQUUIED 4'-0" Max xE4 B'-0" Max II : 90UR7 5EFF c (..e)HOrE•TIWM THE PURUN SPACMU TOR BRACING THE TOP CHORD OF THE TRUSS BENEATH lNE VALLEY m NGA91111RFD ALOHO THE SLOPE OF THE TOP CHORD, (eT) LARGER SPANS FAY BE BUILT AS LONG AS ThE VERTICAL HEIGHT DOES NOT E%OEEO 12-0^, BOTrom CHORD MAY BE SQUARE OR PUCHED CUT AS SHOWN. (2)12d SQUANE CUT SQUARE ,or (•e)TOE EOM CHORD VI� PH4Ro ^ }� 11 0.) Mae OPTIONAL STUB END VERTICAL wcl rnrrL� 5re0an bmcley b not the mponsa4v oI Irow 4T, p .r, plole "'h Rdr We IftulaA p none Duaney�Inaw me owlkcd to ank pmh mMn regartan erecllon bmtkg Duane Is alzap opined to prevent I Fort Flepce plvlelon and domlao4q 11*9 encllola uW ppennmml bruit khIth may be Iegl 2aa0 pp Wnpe M I,no , F"ID; appudlvm, S.'BCR-01 bYmmm7 ahnt CommoloO and recut Fort Pleroe, FL 42BI fUNN IN. JUMP* buignp It Wag mdol plate mmrclW Mond IrwTu (BOa)2J2-0802 5772 Aed—hie0 Thaw an to be ended and Imtmd he [we mil In a e6o R dad ppmb I FLzt 772)J B—OG1B Then no eheolln Ie appBed dbeelij to Iho la aharde Olg Thal br bm epctNd on the dWIN Tmwu jbd be han0e a h noemoble am a If mml do OPTIONAL HIP JOINT DETAIL FRAMING TO LL 20 26 PSF TO DL 10' 1 1 PSF 60 DL 10 10 PSF BO LL 00 00 PSF TOTAL LOAD 40 1 46 PSF dNeIIdO fMIOP 1.25 1 1.25 ,dA v ��IIIL CD�a•bIE� E-= nCl Tr u REM TO SOUTHERN \Fort Pierce Dglvlsyloi 7RU5S 2F.A Pdrc42FL ° O91 IOMPANIES (e0o)2J2—aaa2 V,2)4a4-41 Bo F. C r2)3—Dote ■ IM At30VE FOR MAX OA9LE VERTICAL LENOfH Wcl f'fAVrnTn � wn 61adn2 li re( Ihv IwpTlll. y of hg dwi� plalemt. M R cmo Manlman TIM Load 60 PSF -0.0 .4Z 1V ONIOV.IS logaoj unnuina qJ'L In 1sdLy logonj uapoln0 9Z•L io 1edOB lolooj uol1R1n0 ££'L In lsdgg 6ulpnol unwlxON 0 =3 ... 'a" I=d al mgaua, qua IFOLIq qWa unmd v51n;�pp un,) s4l ua psulaads I '^NWa 1 s41 al /au4p Ps.'lu� 9 t' IN48 ou us4a uls a 4 Pmlui 9 Wualul Pub Wlws 14 al an Simi asulm qqd 1.1w 6gawq V b uaµq'lk" ml swulaP uwad 1u41 Laj I0-ImIL us wapandda aulaeds 4a Egbwq Imunuul pub YAj ua Eulop NOUPOP Pub 4AI u dalgo q 4apa 6ulpwq u llaus pupua6u 13"a uapwa an sm ul Aupws swuad lmlabpgol uaq !w uAlup nnq la /ppglsMAIJ 341 IM 9 514=4 u nbal 1_.d 1 a_.d —d b M 531 05 'XVW '3'0 .0—,t'• 0 g3Vd H109 HOV3 NI SIIVN P9#-4 MM OOOM -ld XOO .Z%Lx9x.9 UM M3V9lt101d HOV11V * Ik - �� •OIaI i � II I r[ �I 3 F M 9X9 9X9 9x4 4x5 0 tix4'L 4X9'L Vx9'L £X9'L 0 9X9 9x4 9X9 9X4 9 sxs o z bx4 z $,Xz v Z9 9£ b£ ,0£ 3dAL Ol do SNVdS 1NIOP •3/0 .0 1V SIIVN P9 L H11M HOVILV •939W3W 03M d0 H1ON3I X09 ONV Mine LO '9311W3W ,4L Ol ,01 83M SV S31OUS '30VN0 3WVS '33VUS .L 4xZ •3/0 IV SIIVN P9 UM HOVIN T39W3W .4 93M j0 HION31 XO9 ONV 831139 NO 'H39W3W ,OL 01 AL 93M SV S31Q�d5 .30Vi10 3WV5 '33V11O .1. bxl ONI3V9H ON .6,L Ol ,0 ONI3VN9 a3HIM311 — HMNM 113M -WVHO ONIOVH9 93M z '1M1 00 ,Y MoWdS 3W S30VI H10H 6V ppNo'1 W 531VId 33Y3 )ING HOW 13Sdda 3H 1YW WO 30Vd Mold !sd HYIa 0H aNNd'Jsd Q-10 at aNl1s 300N Nos111M 031rm'gate m6aVKd OLO'laH arm 'ONIM Hdsl Ott dsd �+10 08 ONLN 'dad 6-10 OL ONW ro a#3 1 lbw 16Vo3 11011d 'M L 'BOON NI 3MHMAW �a3LVOa1 Wne 03SO10 01•L 306V ION NV3W At'ONW Hd1d V"!!r TSNOWONO3 Jo ua amw=od 3HL tlal 31ew3nd4V SI 'IM1311 Mo. 'ONOlYds Nnllnd a3N0n3tl 1103 N0163a 331131VN3LSy�SN,Y MDN3 at IBM 66nSNntlM Pa31Ln m ONOHo ym WOLD9 3HL NO 10eN1� 30! S M x0 moid dl 'atloHO d0L 1Yld d0 d01 0l sNnNOd twuv 33ndS 3NO I%M OS a3N300Y1S 38 1saPl 63 ndS aNOHHO IAO Y01111039 OW dO�L TM 0o ,Y 1V Sgfdl M N3iMold 3a/d9 S31VId MUM Nod NftMa SI MS OL MUIR �9��® ���c4®C05Bo,=l IE�!C3' lalY9 !a t'# dds *n agaM 1aA•9 !^ t0 d1S 4VZ Pb4a Sae 1a11aq !a Ei dds WO Pa4a dal N39WT dO 30VH0 WnWINIW SCAB -BRACE -DETAIL I ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (orT-Brace) is impractical. Scab must cover full length of web +1- 6". THIS DETAIL IS NOT.APLICABLE WHEN BRACING IS REQUIREDAT1f3-POINTS OR I -BRACE ISSPECIFlED. APPLY 2= SCAB TO ONE FACE OF WEB WTH 2 ROWS OF 1 Od (3" X 0.131') NAILS SPACED 6"'O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES1 (OR BETTER) AS THE WEB. �\ MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH =12'-0" SCAB BRACE 2x4 MINIMUM VJEB-SIZE- MINIMUM WEB GRADE OFR3 Nang� / SecSon Deta➢ BE /Scab-Bmw \ Web Scab -Brace must be same species grade (or better) as web member. L-BRACE DETAIL Nailing Pattern, L-Brace size Nail Sin . Nail Spacing 1x4or6 10d 8Fo.C. 2x4, 6, or B 16d 8" D.C. Note: Nail along entire length of L-Brace. ' (On Two-Plys Nail to Both Piles): WE [l Web L-Brace must be same species grade (or better) as web member. Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90.%ofweb length.' ' ^ L-Brace S'¢e for One -Ply Truss Specified Continuous Rows of Lateral Bracing lNeb Size 1 2 2x3 or2x4 1x4 �* 2x6 1x6 ^� 2x8 2x8 •" DIRECT SUBSTITUTION NOT APLICABIE L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or2x4 2x4 .„ 2x6 2xB •» 2x8 2x8 •» — DIRECT SUBSTMMON NOT APLICASLE. T-BRACE / I -BRACE DETAIL Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / ]-'Brace webs to continuous lateral braced webs. i Nailing Pattern T-Brace size Nail Size Nail Spacing 1x4or1x6 1Dd 8"o.c. 2x4 or 2x6 or 2z8 16d 8" o.c. I Note: Nail along entire Iengfhvf:T-Brace I I -Brace (Oni Two-Pi)'s Nall to Both Pries) . . alternate position i Nails ,000.eo�. alternate position Nags Web Na1s Section Detail T-Brace Web I -Brace Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size" 1 2• 2x3 or 2x4 I 1x4 (") T-Brace 1x4 (') I -Bra 2x6 1x6 (') T-Brace 2x6 ]-Brace 2x6 IM T-Brace 2x8 I -Brace Nalls Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing \� \ SPACING Web Size 1 2 • 2x3 or 2x4 2x4 T-Brace 2x4 I_Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace >,a T-Brace I I -Brace must be same species and grade (or better) as web member. (q NOTE If SP webs are used in the buss, 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 IX —bracing material, use IND 45 forT-BraopA-Brace For SP truss lumber grades up to #1 with 1X bracing material, use IND 55 for T-Bracarl Brace im Job Truss Inuss Iyps Uly My Ryan Homes-1452Ad 1452-A Al COMMON 1 1 I Job Reference a llonal 3x10 MISSHS II 3x4 = 46 = 3x4 = 3x4 = 4x6 = 3x4 = 3x10 M18SHS8 = 3116 in I� 0 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.22 12-13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -OA212-13 >999 180 MISSHS 244/190 BCLL 0.0 Rep Stress Ina YES WB 0.59 Ho2(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-S Weight 213lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'ExcepY TOP CHORD Structural wood sheathing directly applied. T1: 2x4 SP M 31 BOT CHORD Rigid Calling directly applied or 7-5-6 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 9=0-8-0 (min. 0-1-B) Max Hoa 1=159(LC B) Max Uplift1=529(1-C 8). 9=529(LC 9) Max Gmvl=1529(LC 1), 9=1529(LC 1) FORCES. (Ib) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=325811114, 2-3=308311077, 3-4=2966/1095, 4-5=23771865, 5-6=-2377/865, 6-7=-2966/1095, 7-8=308311077, 8-9=3258/1114 BOT CHORD 1-15=1097/2934, 14-15=-814/2449, 13-14=-814/2449, 12-13=45011009, 11-12=65412449, 10-11= 6542449, 9-10=938/2934 WEBS 5-12=-329f774, 6-12=650/441, B-10=2151564, 8-10=297297, 6-13=329/774, 4-13-=-650/441, 4-15=2151564, 2-15=297297 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Ops, h=15ft; Cat II; Exp C; End., 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 nonconcunent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb)1=529, 9=529. LOAD CASE(S) Standard r / PE 76051 *. �TA� �NAI;ENG\\\��� Job Truss 1russ lype Fly Ryan Homes-1452Aci 1452-A A2 COMMON JtM 2 1 Jab Reference o 8onal Soulhem Truss, Ft Pierce, HL, 34eb1 nun:e.eaus �aa euis n,coo.caoe..uum,o,m,onnmuumo,,,,... ..o„,..,. ,�,..�.....,C„ ,. ID:EaPDUIwCWA016wSO7VTFdY15cK•ZEOkOkGeksjSOpYK?6e; 3ehU0frRLD4E Jlk 7-1 13-7--0it U13 7-3 -Z-u �1�bd75-03 c 5.00 t2 3x66x5 = 3xfi — c 7 kT Dead lead DeB. -1/4 in 3x10 M18SHS 11 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = 3x10 M18SHS II i-0-0 9-2-6 174}13 1 24113 32•&10 I 41-04) 42-OA M N 7-10-6 7-10-6 7-10.6 Plate Offsets (X Y)— 11:0-0.4 Edge] t1:0-0-14 Edoel 15:0.3.12 0.2-81 I6:0-2-8 0.3-01 P:0-3-12 0-2-81 111:D-0-14 Edge] [11:0-0-4 Edge] LOADING(psf) SPACING- 2-" CSL DEFL. in Poo) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.26 14-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.5114-15 >968 180 M18SHS 2441190 BCLL 0.0 Rep Stress Ina YES WB 0.52 Horz(CT) 0.13 11 rda We BCDL 10.0 Code FBC2017RPI2014 MatrixS Weight 211 Ib FT =10% LUMBER - TOP CHORD 2x4 SP M 31 *Except' T2 2x4 SP No.2 GOT CHORD 20 SP M 31 WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. (size) 1=D-6-0 (min. 0-1-8), 11=0-84 (min. 0-1-8) Max Horz1=148(LC 8) Max Upl'rtt1=517(LC 8), 11=517(1-C 9) Max Gmv1=1529(LC 1), 11=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-6-12 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. -Al forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3267/1089, 2-3=3088/1051, 3-4=-301211069, 4-5=23681826, 7.8=2358I827, 8-9=3012/1069, 9-10=308811051, 1D-11=3267/1090, 5-6=-2133/810, 6-7=-2133/810 BOT CHORD 1.17=1065/2945, 16-17=764/2428, 15-16=764/2428, 14-15=-427/1826, 1-.14=6152428, 12-13=-615/2428, 11-12=917/2945 WEBS 6-14=29BR29, 8-14=590/402, B-12=2321585, 10-12=3181313, 6-15=296f729, 4-15>590/401, 4-17=2311585, 2-17=-318/312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf, h=151t: Cat. II; Exp C; End., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MIT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Qt=lb)1=517, 11=517. LOAD CASE(S) Standard \\\\\1I I I I I///�/ �\PN NI B�Cg7L�ii \CENS� i PE 76051 1 I I TAT i,ENG \��\ Job I Was Imes lype Qty Ryan Homes -1452Ad 1452.A A3 HIP 2 IFly 1 Job Reference (optional) d ......-....... - __-.--._..... _....____.__• ..._...� .._...._.._.__ __._ . _ _ . ID:EaPOUIwCWA016w507vTPdz75cK-1 Ryfid4HGVArJ?z7 WZBABgmcovrtnF WtBamgoO6yJIr0 6S3 I 71.55 + 17-fi-0 I 244i-0 I 3pb11 I 95-573 I 42-0 ' fi-33 52-1 So-11 7-0-0 6-0-11 S2-t S33 Dead Load Deff. = 3/16 in Sx7 = 5.aa 12 5%5 = I 6 7 3x4 4 3z4 3z6 4 S 8 3z6� 4lit 9 45x4 Q \\n' III i.5z4 G a I g 10 06 4 41c6 C 2R1 11 1 t2 - 1¢ 5x7= 1B 77 18 15 14 13 W 3x5 = 3x4 = 4x6 = 3x4 = 3x8 = 46 = 3x4 = 3x5 = I 1+ 424 tA0 9b3 24b-0 AM132 &1-1 7-aa &1-13 aed Plate Offsets (XY)- 11:0310,0-2.87, 16:0-5-4,0-2-81. t12:0-3-10,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Wall Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.20 16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.411&1B >999 180 BCLL 0.0 Rep Stress Inv YES WB 0.77 Horz(CT) 0.13 12 nfa n1a BCDL 10.0 .Code FBC2017ITP12014 Matrix-S Weight 227 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP M 31 , WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-11.8. Right 2x6 SP No2 2-11-8 REACTIONS. (size) 1=0-8-0 (min. 0.1.8), 12=0-8.0 (min. 0-1.8) Max Horz 1=133(LC 8) Max Upllft1=-_500(1-C B), 12=500(LC 9) Max Gmv1=1529(LC 1), 12=1529(LC 1) FORCES. 6b) - Max. Comp./Iii Ten. - All forces 250 (lb) or less ex BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 748-0 cc bracing. WEBS 1 Row at midpt 6-15 6-7=2124755, 7-8=23561777, B-9=-2937/960, 9-10=30361951, 10-11=3178 11-12=3256/1053 BOT CHORD 1-16=-103at2933, 17-18=-805/2618,16-17=805/2618, 1&16=5D4/2124, 14-15=67212618,13-14=-672/2618,12-13=900/2933 WEBS 3-18-2371256, 5.18=711428, 5-16=643/385, 6.16=165/556, 7-15=117/557, &15=-643/385, 8-13=72/427,10-13=2371256 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp1=0.18: MWFRS (envelope); Lumber DOL=1.50 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconanent with any other live loads. 5) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)1=500, 12=500. LOAD CASE(S) Standard ollil l I I III///// PE 7BO51 nt T 5 Job Truss I was I ype y Ryan Homes -1452Ad 1452-A A4 HIP 2 1 Job Reference o ticnal 3x8 i 3X4 G 4 3 /S4 4x4 G 4x4--/ 2 1 5.00 12 W = 5 3X4 = 5X5 = „6 7 3X6 a 3X4 , 9 Dead Load Deft. - 114 in 4x4 1 10 4X4 Uj O 5x7 = 18 17 16 15 14 13 12 5x7 = 3x5 = 1.Sx4 It 3x6 = 3X4 = 3x8 = 46 = 1.5x4 II 3X5 = 314 = 1.00 Bb14 I 15-2-0 I 20- 77 I 26-103-11-2-0 I 3I 41.0-0 42-0-p ]_1_•J LL] L�_O ]_1_7 ]JL1d Plate Offsets (X.YT— 11:0-3-10.1Y3-01 17:0.2.8.D-2-71,111:0.3.10,0.3-01 LOADING(psf) 'SPACING- 2-0-0 CST. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.24 15 >999 240 MT20 2441190 TCDL 7.0 '!Lumber DOL 1.25 BC 0.83 Vert(CT) -0.4417-18 >999 180 BCLL 0.0 Rep Stress Inv YES WB 0.26 Horz(CT) 0.19 11 n/a n/a BCDL 10.0 iCode FBC2017/rPI2014 Matrix-S Weight 230Ib FT = 10% LUMBER - TOP CHORD 2x4 SP Ne.2 *Except' T2: 2x4 SP M 31 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-84, Right 2x6 SP No.2 3-8-4 REACTIONS. (size) 1=0-8-0 (min. 0-1-13), 11=D-8-0 (min. 0-1-13) Max HDrz 1=11 B(LC 9) Max Upliftl=-080(LC 8), 11=-080(LC 9) MaetGrav1=1529(I-C 1), 11=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing. WEBS 1Row at midpt 3-17.6-14.9-14 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3275/966, 2-3=3149/983, 3-4=25911846, 4-5=2506/869, 5-6=-2437/9D4, 6-7=22791838, 7-8=2505/867, 8-9=2591/844, 9.10=3149/984, 10-11=-3275/967 BOT CHORD 1-18=933/2950, 17.18=93312950, 16-17=612/2291, 15.16=61212291, 14-15=-687/2448, 13-14=835/2951, 12-13=835/2951, 11-12=835/2951 WEBS 3.18=0/31413.17=706/420, 5.17=1001462, 5-15=-107/396, 6-14=-435/137, 7-14=1321627. 9-14=707/422, 9.12=0/311 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.Opsf; h=151t; Cat II; Exp C; Encl., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This buss has been designed for a 10.0 pat bottom chord live load noncencument with any other live loads. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 To uplift at joint(s) except Qt=lb)1 =480, 11=480. LOAD CASE(S) Standard rd PE713051 \•, �{ �\\'TA pO //SS�O VAi I0"G \\�\ Job Truss I mss type Ply Ryan Homes-1452Ad 1452-A AS JQIY HIP 2 i Job Reference (optional) Southem Tmas, FL Plama, FL, M951 Run: 8230 a Od 212018 Print 8.230 a Od 212018 MT& IndosSies, Ina, Wed Nov 1410.46:00 201E Page 1 ID:EaPOUIwCVVA016WSO7VTFdz?56K-VdVUrOIvGUzgd7i7rhOD_ByCHihFNhkoXZLwYyJIYt 7-0.14 13E-0 21-h0 28-6D 3411-2 42-0-0 7.0.14 65-2 7-6-0 i 7 :' 6S2 7.014 ' 5x7 = 1.Sx4 II 5x7 = Dead Lead Deb. - 1/4 in 315 = 1.5x4 II Us = 3x8 = 3x4 = 1.5x4 II 3x5 = 3x4 = 4x6 = D 42b0 1 Tb14 1350 21-0-0 2a8-0 94-11-2 40.60 4 6A-14 fi32 T60 ]b0 SS2 SS14 6d-0 Plate Offsets (X,Y)-11:0.3-10.0-3.0114:0.5<0.2-81 f6:0.5-00-2-87 19:0.3-t0.D-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (toe) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.96 Vert(LL) 0.29 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.5213-15 >957 180 BCLL 0.0 Rep Stress Ina YES WS 0.56 Horz(CT) 0.19 9 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrbc-S Weight 2231b FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 , WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 34-13. Right 2x6 SP No.2 3-4-13 REACTIONS. (size) 1=0-8-0 (min. 0-1-13), 9=0-8-0 (min. 0-1-13) Max Hor41=103(LC 9) Max Uplirt1=472(LC 5), 9=472(LC 4) Max Gmv1=1529(LC 1), 9=1529(LC 1) BRACING - TOP CHORD Structural Wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-2-10 no bracing. FORCES. (Ib)- Max. CompJlul x Ten. -All forces 250 (Ib) or less exceptwhen shown. TOP CHORD 1-2=328111030, 2.3=3164/1045, 3-4=27241963, 4-5=2855/1104, 5-6=2855/1104, 6-7=272MS(33, 7-8=3164MO46, &9�3281/1030 BOT CHORD 1-16=-897/2955, i&16=897/2955, 14-15=7232461, 13-14=7232461, 12-13=7192461, 11-12=-7192461, tD-11=894/2955, 9-10=89412955 WEBS 3-16=0/269, 3-15=563/351, 4-15=79/443, 4-13=226/644, 5-13=-357/348, 6-13=226/644, 6-11=-79/443, 7.11=5631352, 7-10=0269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; CaL 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 100 It, uplift etjoint(s) except (It-lb)1=472, 9-472. LOAD CASE(S) Standard PE 76051 ` l 1 1' �`TAT� / ,T L JOb Inuss Imes lype Ryan Homes-1452 Ad 1452-A Afi HIP 2 1 Job Reference o Sonal SouibTruss Pict , FL Me=. FL, 34951 Run: B.230 s out 212018 Mint 8.230 s O21 2015 MRek Inoustnes, Inc Wed Nov 1410.46.06 201 em 8 Pagel ID:EaPOUI W CV VA016wSO7VTFdz75cK-VdVUrQlvGUZ9dTi17rhOD_82yH6uFGikoXZLvA'yJlr7 60-14 11-6-0 17-10-0 24-2-0 30-6-D W:11-2 42A-0 FD-14 5-5-2 6-0-0 6L4 64D bS2 6-0-14 SX5 = c nn� 3X4 = 3x6 — 3x4 = 5X5 = c c e 8 Dead Load Defl. = 5fl6 in 3.5 = 1.5x4 II 3xB = 4x6 = 3X4 = 4x6 = Us = 1.5x4 II 3x5 = 4 0 42-0e 1-0a W4 LX_2 an— 304i-0 Yr 11-2 461LD 4 " , h�1 44L/4 6S2 I BE-0 8-8-0 Sd-T i 4-8-14 04W ' 0.4A 1-60 Plate Offsets (X Y)— fl:0.3.10 0-3.O1 11'0-1-14 Edge1 It 1.0.3.10 0.3-01 (11.1.4-3 Edpel LOADING(psf) SPACING- 2-0-0 CSI. DEFL In Qoc) Odell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.31 15 >999 240 MT20 2441190 TCDL 7.0 Lumbar DOL 1.25 BC 0.45 Vert(CT) .0.5613-15 >879 180 BCLL 0.0 Rep Stress Ina YES WB 1.00 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 Code FBC20171TP12014 MatrixS Weight 218lb FT= 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 , WEBS 2x45P No.3 SLIDER Left 2x6 SP No.2 2-10-5. Right 2x6 SP No.2 2-10-5 REACTIONS. (size) 1=0.8-0 (min. 0.1-8), 11=0-8-0 (min. 0-1-8) Max Hoal=88(LC 10) Max UpiiR1=497(LC 5), 11=497(LC 4) Max Gmvl=1529(LC 1), 11=1629(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purling. BOT CHORD Rigid ceiling directly applied or 7-4-7 oc bracing. FORCES. Qb) - Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=330111099, 2-3=3248/1113, 3-4=2BB8/1051, 4-5=263811010, 5-6=-3280/1257, 6-7=328011257, 748--263811010, 8-9=2B8811051, 9-10=3248/1113. 10-11=330111099 BOT CHORD 1-18=95512974, 17-18=965/2974, 16-17=1117/3216, 15-16=111713216, 14-15>1115/3216, 13-14=1115/3216,12-13=BBM974,11-12=-961/2974 WEBS 3-17=-403/292, 4-17=2081782, 5-17=&i0/361, 7-13=B40/361, 8-13=208/782, 9-13=403/292 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL= 4.2psf; BCDL=5.OpsF, h=15ft; Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Tclb)1=497, 11=497. LOAD CASE(S) Standard Q- L PN M_B� 77�i �.�CENS�.``�/i _ PE 76051 i t ! T I ONAL a JOD Iruss russ type y Ryan HamM-1452Ad 1452-A A7 HIP 2 1 Job Reference (optional) 50UMaTa miss, rl. rieme, PL., 3 Ubl MM 82Ju a UM 21 zuln mnc a JUa UM al'Lula MI arc mausmM, m= wea Nov 14 lUAa:ur xule ragel ID:EePOUIWCWA016wSO7vTFdz75d4y3s2mJX1 n50FGGuhYC6BhEEhTa_matlBJuTyJlr_ ' 724-9-7 I 72$0 I 345S11225S7144 -0 177-573 42-0-0 Dead Load Dell. = 5116 In 5x7 = 1.5x4 II 316 = 3x4 = 5x7 = 5.00 12 4 T2 5 6 7 7n 8 "MAP MEMO= 5 7�= 17 16 15 14 13 12 5x7 = 3x5 = 3x4 = 4x6 = 3x8 = 3x4 = 4x6 = 3x4 = 3x5 = 42-0 Plate Offsets (X,Y)— f1:0.3-10,0301, r4:0.54,0.2-81 f8:0-5A.0-2-81 fll:D310.0-3-01 r15:0-2-8.0-1411 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.38 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.64 14-15 >772 180 BCLL 0.0 Rep Stress Ina YES WB 0.77 Hcrz(CT) 0.15 11 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weighb 212lb FT =10% LUMBER - TOP CHORD 2x4 SP No.2'Except' T2,T3: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2238, Right 2x6 SP No.2238 REACTIONS. (size) 1=041-0 (min. 0-1-8), 11=0.8-0 (min. 0-1-8) Max Harz 1=73(LC 9) Max Upliftl=-523(LC 5), 11=523(LC 4) Max Grav1=1529(LC 1), 11=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or3-0-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-6.11 oc bracing. WEBS 1 Row at midpt 7.15 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3273/12D4, 2.3=-321911211, 3-4=304611137, 4-5=3899/1574, 5.6=3899/1574, 6-7=3B99/1574, 7-8=3900/1575, 8-9=304611136, 9-10=321911211, 10-11=3273/1204 BOT CHORD 1-17=1 05712940,16-17=-937/2793,15-16=9372793, 14-15=1429/3900, 13-14=93412793,12-13=-934/2793, 11-12=1064/2940 WEBS 3-17>176/264, 4-17=-14/368, 4-15=55911341, 5.15=-434/329, 7.14=474/330, 8-14=560/1342, 8-12=14/368, 9-12=176264 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=160mph (3-second gust) Vasd=124mph; TCDL=1.2psf, BCDL=5.0psi; h=151b Cat 11; Exp C, End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psr bottom chord live load noncencurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uprrft atjoint(s) except (jt=lb)1=523, 11=523. LOAD CASE(S) Standard �\CEN&- `,� r PE 76051 IA r AI _ 6�' 1 �`TA7� / \<ORID ZONAL I E \ G�;�\\ •o Nsa Was ype y Ryan Home.-1452Ad 1452-A A8 SPECIAL 1 1 Job Reference igLbonall Southern buss , FL Plea. FL. 3495 Ken: 3.23e a Od 21'el 3 Pnnt 6.23e a Cd 21207a MTek ntlusmes, Inc. Wetl Nav 14 70:48:0] IBJ Pagel - ID:EaPOUIwCWA016WS07vTFdz7ScK-_p3s2mJX1n5DFGGuhYCflgl A46Kn_mXt1BJUT,yJIr 5114 0.2.6D �4 7.&2 I 40.&01d-3641.2 _2 0.F✓48-20 3-2-U 62A �p�ZUG11� 2-0 3-9 G Dead Load Daft. = 71161n i I Sx5 = 7z8 G US— 5x5 = 11 7z8 S,OD 12 6X5= 3x4= SxS= IM— 1 4 89 T 4 12 25 6 7 I 5x10 \\ Sx10 13 14fj� 1 2 1$ = 21 20 19 78 77 16 15 3z5 = 3x5 = 5y,5 = US = US = 5x6 = Sx5 = +0 7424HI t 4L0 14J-14 2141-0 2' W14 40bA 4 D a azD sal s-e-z saz seta uz-o oa-0 t-oa Offsets [4:D-3-O,Edge], [5:0-0-3,0-3-4], V:0-2-6,0-3-0], [9:0-5-13,0-3.4], (12;0-2-12,Edge], [15:0.0-11,0-1-10], [16:0.2.8,0.2-4], [17:0.2.0,0-3-0], Plate Q%Y)— [3:0.2.12,Edge], [19�0 2.0 0 3-4] [20'0-2-8 0-2-0] [21'D-0-11 0.1-101 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deO Vd PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.82 Vett(LL) 0.58 18 >819 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.90 18-19 >522 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.15 15 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-S Welght 2261b FT =10 LUMBER. BRACING - TOP CHORD 2z4 SP No.2'Fxospt' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purling. T2,T4: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.21 JOINTS 1 Brace at Jt(s): 10 WEBS 2x4 SP No.3 REACTIONS. (size) 21=0-8-0 (min. 0-1.13), 15--041-0 (min. 0-1-13) Max Horz21= 81(LC 8) Max Upl[021=626(LC 8), 15=485(LC 4) Max Gmv21p1554(LC 1), 16=1554(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4701210, 2-3--2779/1103, 3.5=3806/1587, 515=4048/1672, 6.7=4569/1841, 7-8=4569/1841, 8.9=-4024/1556, 9-10=3784/1477, 10.12=-378411477, 12-13=-27681946, 13-14=-489/190, 3-0=261/119, 11-12=295/140, 9-11=290/126 BOT CHORD 1-21=235/489, 20-21=-316/489, 19-20=-1010/2522, 18-19>1597/4048, 17-18-148114024,16-17=81712509, 15-16=217/512, 14-15=217/512 WEBS 2-21=1397/6B9, 2.20=-6872036, 3-19=676/1700, 6-19=-613/364, 6-18=2191577, 7-18=377285, 8-18=-3151704, 8-17=837/393, 12-17=741/1755, 13-16=645/2001, 13-15=1401/543 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vosd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15R Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 10D lb uplift at ]oint(s) except at --lb) 21=626, - 15=485. 6) Graphical pudin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. LOAD CASE(S) Standard +(� f �\CEN& PE 71f051 n`\ X///SS��NAIIENG\�� job Truss I was I ype y Ryan Homes -1452Ad 1452-A A9GL HIP 1 2 Job Reference (optional) Soumem l Mee, rL rieme, rL., J9 I nmewawo vs..cv.v....._...-.._..__._.-_._....._.....____.�. ..._........ .. ........__._ __. ID:EePDUIWCWA016wSO7VTFdz75cK-001790LPKITb6k7TMhIMNgJf4uT B7pi]6) y3JyJlgx 1-FO 74i-0 12-11-1d 1&&15 234F7 294F2 34-6-0 40-e-0 2-0. -4-0 b-z-0 ss14 5-0-2 54-2 5+b2 5-514 o Dead Load Dell. = 3/8 in 5.00 F2 5x7 = 1.5z4 II 3x8 = Us = 1.5z4 11 3z4 = SO = 3 22 23 4 24_.. 25 265 27 6 28 7 29 30 — 318 32 33 9 2 20 34 35 19 18 36 37 38 77 39 40 41 1642 43 15 14 44 45 46 13 3x5 = 5x5 = 3x5 = Sx5 = i Us M16$H$= 1.5z4 II Sze = 3z8= 5x6 WB= n 12W = LOADING(psf) 'SPACING- 2-0-0 CSL DEFL. in (loc) Udall Ud PLATES GRIP TCLL 20.0 iPlate Grip DOL 1.25 TC 0.91 Vert(LL) 0.60 16-17 >787 240 MT20 2441190 TCDL 7.0 'Lumber DOL 1.25 BC 0.51 Vert(CT) -0.8316-17 >568 180 M18SHS 2441190 BCLL 0.0 'Rep Stress Inv NO WB 0.80 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBG2017r P12014 Matrix-S Welght 4321h FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or B-2-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 / REACTIONS. (size) 21=0-8-0 (min. 0-1-8),12=0-8.0 (min. 0-1-8) Max Horz21=57(LC 8) Max Uplhf 21=129B(LC 5), 12=1298(LC 4) Max Grev21=2852(LC 1), 12=2852(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=764/353, 2.3=5434/2601, 3-22=-7744/3791. 22-23=7743/3791, 4-23=-7743/3791, 4-24=7743/3791, 24-25=7743/3791, 25-26=774313791, 5-26=774313791, 5.27=9097/4437, 6-27=9097/4437, 6.28=9097/4437, 7-28=9097/4437, 7.29=9097/4137, 29-30=.9097/4437, 30-31=9097/4437, 8-31=9097/4437, B-32--775413797, 32-33=775513797, 933=7755/3797, 9.10=5432/2600, 10-11=767/359 BOT CHORD 1-21=368f766, 20-21=4261766, 20-34=2311/4943, 3435=2311/4943, 19-35=-231i1/4943, 1936=433519118, 18-36=-4335/9118, 18-37=433519118, 37-38=4335/9118, 17.38-4335/9118, 17-39=4335/9118, 39-00=-4335/9118, 40-41=4335/9118, 16-41=433519118, 16-42=3682rT754, 42-43=3682f7754, 15-43=-368277754, 15-04=-368217754, 14-44=368217754, 14A5=2307/4941, 45-46=230714941, 13-46=2307/4941, 12-13=374f770,11-12=3741f70 WEBS 2-21=2569/1274, 2-20=199014224, 3-19=1578/3274, 4-19=5721500, 5-19=1615f767, 517=0/430, 7-16=-553/491, 8-16=74511578, 8.14=131181886, 9-14=-158713289, 10-1 3=1 98714219, 10-12=2567/1273 NOTES- 1) 2-ply truss to be connected together with 10d (0A31"x3") nalls as follows: Top chords connected as,tollows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4.1 row at 0-9-0 oo. Webs connected as follows: 2x4 -1 row at D-7.0 oc, Except member 20-2 2x4 -1 row at 0-9-0 oc, member 20-3 2x4 -1 row at 0-9-0 oc, member 19-3 2x4 -1 row at 0-9-0 oc, member 4.19 2x4 -1 now, at 0.9.0 oc, member 19-5 2x4.1 row at D-9-0 oc, member 5-17 2x4 -1 row at 0-9-0 oc, member 16-5 2x4 -1 row at 0-9-0 oc, member 7-16 2x4.1 new at 0-9-0 oc, member 16-8 2x4 -1 row at 0-9-0 o% member 2x4 -1 row at 0-9-0 oc, member 14-9 2x4 -1 row at 0-9-0 oc, member 13-9 2x4 -1 row at 0-9-0 oc, member 13-10 2x4 -1 row at 0-9�O�Lc N M 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply Nk%:,C// connections have been provided to distribute only leads noted as (F) or (B), unless otherwise Indicated. � 4b i',,G ENS 3) Unbalanced roof live loads have been considered for this design. i 4) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pef; BCDL=S.Opsf, h=15t,.Cat. II; Exp C; End. GCp--0.187 MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 , PE 7@051 5) Provide adequate drainage to prevent water pending., * i &H&V&Pf%KTiO plates unless otherwise Indicated. 09! Job Truss _ Nss I ype y Ryan Homes -1452A rJ 1452-A A8GL HIP 1 2 Job Reference o 8onal southern Twes, R. Pleree,a4ab1 " ID:EePOUIwCWA016Yr507vTfdz75cK-saJNu8M150b5juagwOGbwisgglpDwa3TyoHfihlyJiqw NOTES- 7) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ql=lb) 21=1298, 12=1298. 9) Hanger(s) or other connection device(s) shall, be provided sufficient to support concentrated load(s)176 lb down and 238 lb up at 7-6-0, 94 lb down and 139 It, up at 9-6-12, 94 lb down and 139 lb up at 11,-6-12, 94 lb down and 139 lb up at 13-6-12, 94 lb down and 139 lb up at 15-6-12, 94 lb down and 139 lb up at 17-6-12, 94 lb down and 139 lb up at 19-6-12, 94 lb down and 139 lb up at 21-0-0, 94 Ib down and 139 lb up at 22-54, 94 lb down and 139 lb up at 24-54, 94 lb down and 139 In up at 26-5-4, 94 lb down and 139 lb up at 26-54, 94 It, down and 139 lb up at 30-54, and 94 lb down and 139 lb up at 32.5A, and 176lb down and 238 lb up at 34-6-0 on top chord, and 252 Ib down and 123 lb up at 7-6-0, 70 lb If et 36-12, 70 lb down at 11-6-12, 70 lb down at 13-6-12, 70 lb down at 15-6-12, 70 lb down at 17.6-12, 70 lb down at 19-6-12, 70lb down at 21-M. 70 lb down at 22-5-4. 70 lb down at 24-54, 70 Ito down at 26-54, 70 lb down at 28-54, 70 lb down at 30-54, and 70 lb down at 32-54, and 252lb down and 123 lb up at 34-54 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(5) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unitonn Loads (plf) Vert 1�3=-54, 3-9=-54, 9-11=-54, 1-11=20 Concentrated Loads (lb) Vert 3=129(B) 6=-94(B) 9=-129(B) 20=252(B) 13=252(13) 22=-94(B) 23=94(B) 24=-94(B) 25=-94(8) 26=94(B) 27=94(13) 28=94(8) 29=94(B) 30=94(B) 31--94(B) 32=-94(B) 33=94,(B) 34= 47(B) 35=47(B) 36=47(B) 37=47(B) 38=47(B) 39=47(B) 40=47(B) 41=47(B) 42=47(B) 43=47(B) 44=47(S) 45=47(0) 46=47(B) LP--- � N���i -CENg� �\�L PE 711051 1 + - v TAT ////�S I t/ONAI NG \\\ 0 ion Truss runs I ype LKY My Ryan Homes -1452A cl 1452-A Bt COMMON 1 7 Job Reference (optional) iou.em I.e.. n 11... IL, Y1 .l 4x4 = 3 Dead Load Dar. =118In It 1-0-D 7.11-13 13-4-2 20-0A 1-0-0 6-11-13 5 4-5 6-11-14 , Plate Offsets (X,Y)— 11:0-0-0,1-3-21,11:0-1-14,0-0-21. r6:0-4-4,0-0-51 LOADING(Psf) SPACING- 2-0-0 CSI. DEFL in Qoc) I/deg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.12 1.9 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.66 Vert(CT) -0.25 1-9 >968 180 BCLL 0.0 Rep Stress Ina YES WB 0.17 Horz(CT) 0.04 6 We n/a BCDL 10.0 Code FBC2017frP12014 Matdx-S Weight 96 lb FT=10% LUMBER- BRACING- I TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-&5 oc bracing. WEBS 2x4 SP No.3 f WEDGE Left: 2x6 SP No.2 SLIDER Right 2x6 SP'No.22-9-10 REACTIONS. (s'ize) 6=D-8-0 (min. 0-1-8), 1=0-8-0 (min. DA-8) Max Ho¢ 1=A1(LC 9) Max Uplm6=252(1-C 9), 1=258(LC 8) Max Grav6=740(LC 1), 1=740(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1361/484, 2-3=1206/440, 3.4=1121/405, 4-5=1215/442, 5.6=-1274/428 i BOT CHORD 1-9=45711224, 8-9=204/837, 7-8=204/837, 6-7=319/1093 WEBS 2-9=-290/272, 3-9=1821449, 3-7=139/329 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opst h=15ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gulp DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 4) P ovide 25B. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolm(s) except at -lb) 6=252, LOAD CASE(S) Standard PE 76051 tt � o h i Cttr-�• y ' SS�ONAi lid •. Job Ns5 lype Uly Ryan MQMie'1452Ad 1452-A 62 COMMON jvjy 1 1 Jab Reference (optional) 6ouihem Truss, K Pierce, FL. J Ubl ,cun, o.coun .,,,� aomnnn u....,,,_..,...,.,,,,,.„o.,�..,.o....,o..��.....,...,.. ._..,._„.. -........ .,. ID:EaPOUIWCWA016wS07vTFdz?5cK-saJNueM150bSjuagwOGbwlsu6IrWCv QTyoH6blyJigw it-" 6-2-7 70-0-0 1041 15-1-7 20-d-0 sza a9-s loaa�o-s-sl as-7 I 52-9 ' Dead Load Dee. = 118 in 3x4 = SxS= 3x4= 5 5.00 FIT 1x4 0 lx4 2 6 7 4x4 1 8 Id 3x4 = e 11 10 9 r 3x9 II 3x4 = 3x4 = 30 = 3x6 II 1.6-0 7-11-13 13-0-2 20-4-0 141-0 6-11-13 5-0-5 6.11-14 Plate Offsets MY)-f1.0-0-013-21 f1.01140.0.21 (3y-2-00-2-11] f4.0-2-80-3-01 f5:0-2-00-2-111 f8:0-0-00.0.51 LOADING(psf) SPACING- 24)-0 CSI, DEFL In Qoc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.12 1-11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 1-11 >950 180 BCLL 0.0 'Rep Stress Ina YES WB 0.17 Horz(CT) 0.03 8 da nla BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight 951b FT= 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 SLIDER Right 2x6 SP No.22-G-10 REACTIONS. (size) 8=D-8-0 (min. 0-1-8). 1=0-8-0 (min. DA-8) Max Horz 1=-76(LC 9) Max Uplift8=247(LC 9), 1=253(LC 8) Max GmvB=740(LC 1), 1=740(LC 1) FORCES. (lb) - Max. Comp.Mlax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1.2=1373/468, 2-3=12D4/424, 5-6=112O/391, 6-7=1211/427, 7-8=-1268/413, 34=1066/416, 4-5=995/389 BOT CHORD 1-11=436/1215, 10.11=192/839, 9-10=192/839, 8-9=305/1088 WEBS 2-11=268/258,4-11=172/436,4-9=131/317 Structural wood sheathing directly applied or4-2.13 oc pudins. Rigid ceiling directly applied or 6-10-12 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psF h=1511; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 8=247, 1=253. LOAD CASE(S) Standard NA �F 11 i PE 76051 \\7 r., 4, Al - t \ -`TAT ////SS70 V i I IENG \\\\ LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2'ExcepY T3: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2, Right: 2x4 SP No.3 4x4 = Sx7 = Dead Load Dell. =1181n 3xB II CSI. DEFL In (loc) Vdefl L/d PLATES GRIP TC 0.95 Vert(LL) -0.13 1-7 >999 240 MT20 2441190 BC 0.80 Vert(CT) -0.28 1-7 >852 180 WB 0.10 Horz(CT) 0.04 4 We n/a Matrix-S Weight 91 Ib FT = 10% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4=0-8-0 (min. 0-1-8), 1=0-&0 (min. 0-1-8) Max Horz1=61(LC 8) Max Upllft4=-228(LC 9), 1=235(LC 8) Max Gmv4=740(LC 1), 1=740(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1294/395, 2-3=1118/408, 3-4=1228/3B0 BOT CHORD 1-7=290/1112, 6-7=270/1061, 5-6=270f1061, 4-5=273/1056 WEBS 2-7=0/262 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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (It -lb) 4=228, 1=235. LOAD CASE(S) Standard NCEN& / PE 76051 1= r . r `TATE'9F/ 7f i O /01VA A �3 Dead Load Deg. - 1/16 In 6w7 = 1x4 II 30 = tx4 II 5x5 LOADING(psf) SPACING- 24)-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 TCDL 7.0 Lumber DOL 1.25 BC 0.60 BCLL 0.0 Rep Stress Ina NO WB 0.26 BCDL 10.0 Code FBC2017/TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.22-10-12, Right 2x6 SP No.2 2-1 D-12 REACTIONS. (size) 1=0.8-0 (min. D-"), 7=D-8-0 (min. 0-1-8) Max Hom 1= 46(LC 9) Max UpliR1=541(LC 8), 7=641(LC 9) Max Gravl=1109(LC 1).7=1109(LC 1) Us = DEFL in Doc) Well L/d PLATES GRIP Vert(LL) 0.15 9 >999 240 MT20 2441190 Vert(CT) -0.21 9-11 >999 180 Horz(CT) 0.07 7 n/a n/a Weight:10311b FT=10Y BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc pudins BOT CHORD Rigid ceiling directly applied or 5-10-13 oc bracing. FORCES. (lb) -Max. CompJMax. Ten. -All forces 25001b) or less except when shown. TOP CHORD 1-2=228411147, 2.3=2213/1160, 3-12=260111401, 12-13=2600/1400, 4-13=260011400, 4A4=2600N400, 14-15=2600/1400, 5-15=260111401, 5-6=221311160, 6-7=-2284/1147 BOT CHORD 1-11=1004/2041, 11-16=1005/2055, 1D-16=4005/2055, 9.10=-1005/2055, 9-17=1004/2055, 17-18=100412055, 8-18=1004/2055, 7-8=1003/2041 WEBS 3-11=28/342, 3-9=3471683, 49= 453/404, 5-9=-347/683, 5-8=29/341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF, BCDL=5.Opsf, h=15fk CaL 11; Exp C; End., GCp1=0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt--Ib)1=541. 7=541. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)121 lb down and 169 lb up at 6-0-0, 57 Ito down and 107 Ito up at 8-0-12, 57 lb down and 107 lb up at 1 D-0-12, 57 lb down and 107 lb up at 11-34, and 5716 down and 10716 up at 133-4, and 121 lb down and 169 lb up at 15-" on top chord, and 106 lb down and 100 lb up at 6-M, 41 Ib down at 6-0-12; 41 Ito down at 10-0-12, 41 Ib down at 11-3-4, and 41 Ib down at 13-3-4, and 1061b down and 100 Ib up at 15-34 on bottom chord. The designtseleclion 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 L ve (balanced): Lumber Increase=1ase .25, Plate Incre='1.25 Uniform \\\\\\N 11/II B� Vert 1-3--54, 35=54, 57=-54, 1-7=20 Concentrated Loads (lb) Vert 3=7403) 5=74(B)10=27(B)11=106(B) B=106(B)12=55(B)13=55(B)14=55(B)15=55(B)18=27(B)17=27($r i \CENSF 18=27(e) / PE 713051 ' -aitl i 1 -r ' .I�TAT� 5� 0\\ ss'ON I IENG \\\\ V3 +o T russ mss ype y Ryan times -1452A cl 1452.A C1 COMMON 2 1 Job Reference o Bonal Soefhem TMU, FL Pierce, FL., 34951 ftun: 8.230 s Oct 21 201fi Pdnt 8.230 a Oct 21 201B MTek Industries, Inc Wed NOV 1I RFOelI 2m8 Page 1 ID:EePOUIwCWA016W507vTFdz?ScK-ozReJpNlddsAzBk21 pJ3?SUDI6RFOeIIPfimD(eyJlqu 5-7-14 9-0-0 17-M 5-7-14 3-4 B-0-0 Dead Load Deft. = 3/16 in 4x4 = 3 5.00 F12 1x40 2 bx7 II 4 1 1S2Id o- 3x4 = ° 7 6 e o-e so- o- 3x4 = 3xg II 3x4 = 5 14}9-0-0 17.0-0 1900 M 7-6-D 8-0-0 Plate Offsets (XY)— 11.0 0-0 1 3-21 WD-1-14 0-0-2t 14:0.440-2-01 LOADING(paf) 'SPACING- 2-0-0 CSI. DEFL. in poc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.17 1-6 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.35 1.6 >558 180 BCLL 0.0 Rep Stress Ina YES WB 0.16 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/7P12014 Matrix-S Weight 67 lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc pudins, except BOT CHORD 2x4 SP No.2 . end verticals. WEBS 2x4 SP No.3 *Except* SOT CHORD Rigid ceiling directly applied or g-&14 oc bracing. W3: 2x6 SP No.2 WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 5=D-8-0 (min. D-1-8), 1=0-&O (min. 0-1-8) Max Harz 1=86(LC 8) Max UpIM5=206(LC 9),1=213(LC 8) Max Grav5=608(LC 1), 1=608(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1054/388, 2-3=814/2B0, 3-0=-8661254, 4-5=530246 BOT CHORD 1-7=377/928. &7=377/928, 5-6=171/717 WEBS 2-6=303248, 3-6=45/409 - NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1r160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psF h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 5=206, 1=213. LOAD CASE(S) Standard F \�\Q1 i �\CENS�� \ PE 76051 = _ I 1 / I — J013 Truss Truss I ype Viy Ryan Homes -1452 Ad 1452-A CZ COMMON jQty 1 1 I Job Reference o 9enal co,.e 1 Southern Trims, FL Pierce, FL, M951 Dead Load Dart. = 3116 in 3x4= 1x411 5 ax4 = ]t 14)-0 9-0-0 17-0-0 1_M 7-9-0 8-M Plate Offsets KY}— 11:0-0-01-3-21 11.0-1-140-0-21 r3•D-2.0 0-z-111 f5:0-2-0 0-2-111 16:0-4-4 0-2-01 LOADING(psf) SPACING- - 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.59 Vert(L-) -0.17 1-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.36 1-8 >541 180 BCLL 0.0 Rep Stress Ina YES WB 0.15 Horz(CT) 0.02 7 We n/a BCDL 10.0 Code FBC20177iP12014 Matdx-S Weight 67 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2, TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except• BOT CHORD W3: 2x6 SP No.2 WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 7=0-8-0 (min. 0-1-8), 1=0-8-0 (min. 0-1-B) Max Horst=78(LC 8) Max Uplift7=197(LC 9). 1=205(LC 8) Men: Grav7=608(LC 1), 1=608(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1041/362, 2-3=828264, 5-6=8B9/242, 6-7=526/235, 3-4=744/273, 4-5=744/273 BOT CHORD 1-9=346/914, 8-9=346/914, 7-8=1647744 WEBS 248=-2011219,4-8=28/398 Structural wood sheathing directly applied or 5-0-2 oc pudins, except end verticals. Rigid Ceiling directly applied or 9-10-14 oc bracing. NOTES- 1) Unbalanced mod live loads have been considered for this design. 2) Wind:-ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsh, h=158; 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) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=197, 1=205. LOAD CASE(S) Standard PE 76051 f.r /7 J STAT r f� job I fuss I toss I ype Uly My Ryan Homes -1452 Ael 1452-A Me HIP 1 7 Job Reference (optional) eoumem Trues, FL Pierre, FL., 34951 4x7 = 44 = q1'1 d Dead Load Deft. = V8 In LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 8-10 >892 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.65 Vert(CT) -0.31 B-10 >602 180 BCLL 0.0 Rep Stress Ina NO WB 0.11 Horz(CT) 0.02 7 Na Na BCDL 10.0 Code FBC20171TP12014 Matrix-S Weight 72 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No2'Excepr TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc pudins. T2: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (size) 11-0-8-0 (min. D-1-8), 7=0.8-0 (min. D-1-8) Max Harz 1 1=46(LC 8) Max Upliftl 1=462(LC 8). 7=462(LC 9) Max Gravl1=928(LC 1), 7=928(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 1-2=11981606, 2-3=1356f721, 3-12=1192/683, 12-13=11921131 A-13=1192I6B3, 4-5=1356f720, 5-6=11981606 BOT CHORD 1-11-592I1194, 10-11=606/1184, 9-10=604/1192, 9-14=-604/1192, 8-14=604/1192, 7-8=592/1184, 6-7=59211184 WEBS 2-11=-063I318, 3-10=0/285, 4-8=0/2B4, 5.7=-4631318 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=760mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument wi01 any other live loads. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100lb uplift atjoint(s) except Qt=lb)11=462. 7=462. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s)121 lb down and 169 lb up at 6-0.0, 55 It, down and 107 lb up at 8-0-12, and 55 lb down and 107 to up at 9.11-4, and 121 Ib down and 169 lb up at 12-0-0 on top chord, and 106 lb down and 1001b up at, 6-0-0, 41 lb down at 8-0-12, and 41 lb down at 9-114, and 106 lb down and 100 lb up at 11-114 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 1 5 Vb) =54, 4-6=54, 1-6=20 Concentrated Load Vert: 3=74(17) 4=74(F) 9=27(F) I0=106(F) 8=106(F)12=55(F)13=55(F)14=27(F) I = i ' PE 1 x� RID //� SS��NAL ENG \\\\ (�n Joe Truss I was I ype Ryan omen-1452Ad 1452-A CAJACK jQty jPty 2 1 Job Reference o tlonal Soumem TNss, FL Plena, FL, 34951 I _ . mrnvamFhXgIgUUVW7UvemVmC4yD:EaPOUIwCWAO16wSO7vTFd275cK-G9_WW9DweJlgt 1-9-14 341-11 5-6-6 1-2-13 I 2-5-11 - Plate Offsets MY)— 12:0-0-8,0-1-12L 15:0-1-10,1b61. (5:0-0-0,0-1-121 LOADING(psf) SPACING. 2-0-0 CSI. OEFL in Doc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Ved(CT) 0.03 4-5 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.06 Hom(CT) .0.02 3 We We BCDL 10.0 Code FBC20171TPI2014 Matrix-P Weight 17 lb FT =10% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical,4=Mechanical,5=0-11-5 (min.0-1-8) Max Horz5=81(LC 4) Max Upllft3=82(LC 20), 4=22(LC 17), 5--150(LC 20) Max Gmv3=53(LC 1), 4=29(LC 3). 5=187(LC 1) FORCES. Qb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc pudins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF, h=15ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This buss 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 100 lb uplift at joint(s) 3, 4 except (jt-lb) 5=150. 5) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 30 lb down and 110 lb up at 2-11.0, and 30 lb down and 110lb up at 2-11-0 on top chord, and 71 lb up at 2-11-0, and 71 It, up at 2-11-0 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (pit) Vert 1-3=54, 1-{=20 Concentrated Loads (lb) Vert 6=72(F=36, B=36) 7=94(F=47, B=47) XGENS = r PE 7BO51 ` 1 TAT- 0 /////'S�oN I I 11NG ob Truss rniss Type ply Ryan Homes-1452AG 1452-A CJ6 JACK 1QtY 4 1 I Job Reference o tlonal SauNem Truss, Ft Pler�,tL,'svam nm,.— a.._,a�.,�„�,�,�.�..��o....�........��....,.............�...�..__.._... ._.. _... __._.__. ID:EaPOUIWCVVA016WSD7VTFdZ7$CI(-G9 WW90wOx 1aWFbXgIYgUUEWs077RvemVmC4yJlgt 11 -14 Sbfi i 64-5 1-9-14 3-&8 2-9-15 2x6 II LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2017/TP12014 CSI. TC 0.38 BC 0.35 WE 0.06 Matrix-P DEFL. in Ver LL) -0.07 Vert(CT) -0.09 Horz(CT) -0.02 Qoc) I/defl Ltd 6-7 >999 240 6-7 >834 180 4 rJa n!a PLATES GRIP MT20 2441190 Weight 30 to FT= 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 7=0-11-5 (min. 0-1-8) Max Hom7=123(LC 4) Max Upllft4=-59(LC 4), 5=57(LC 4), 7-166(LC 20) Max Gmv4=95(LC 17), 5=108(LC 1), 7=254(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All farces 250 (16) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; SCOL=5.0psf; h=15tt; CaL II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumertt with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by other:) of truss to bearing plate capable of withstanding 100 lb uplift atjoinl(s) 4, 5 except at --lb) 7=166. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 110 lb up at 2-11-0. 30 lb down and 110 lb up at 2.11-0, and 26 to down and 521b up at 5-e-15, and 26 lb down and 52 to up at 5-8-15 on top chord, and 71 to up at 2-11-0, 71 lb up at 2-11-0, and 5 lb down and 2 to up at 5.8.15, and 5lb down and 2lb up at 5-8.15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=54, 1-5-20 Concentrated Loads (lb) Vert 8=72(F=36, 13=36) 10=94(F=47, B=47) \O\\\11111 ////// �\\ \Pv U-g4 \CENS - ! PE 7B051 ` I �TATE''9F� po \ Fir )U-�a NAL 1� Job I nlss Iruss lype Ryan omen-1452Ad 1452-A G7 JACK luty Fly 7 7 Job Reference o tional S UMM 1 Mrs. tL PhBne, rL.. J09a1 F ....... w u cum -- e.wu u w a i — - - mi -n nrvuw.�+, .-...o....... � ...�......-.......... . ID:EaPDUIwCVVA016wSO7VTFdYtSCK4MYu/UP1'9FfiuCVuR9ELX4tOdwBHsY82tDFJkXyJlgs 1-0.14 6-0-7 10-5.12 1-a1e I 4-G9 4-1-5 lid 1-9-14 64-7 10.F12 10-5-12 ' 7-4d 10.5-N 4-6-9 4-1-5 1 Plate Offsets (X.Y)— 12•D-0-6 0-1-121.12:0-1-71-7-141 f8:0-0.0 G-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Coo) tdefi Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.D4 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.16 Horz(CT) -0.03 4 n1a We BCDL 10.0 Code FBC2017/IPI2014 Matrix-S Weight 41 lb FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (sae) 4=1viechanical, 5--Mechanical, 8=0-11-5 (min. 0-1-8) Max Hom8=153(LC 4) Max Upllft4>94(LC 4), 5=1D4(LC 4), 8=186(LC 4) Max Grav4=111(LC 1), 5=234(LC 1), 8=481(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid calling directly applied or 10.0-0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=381/115, 2-9=h431159, 3.9=394/169 BOT CHORD 1-8=1081383, 8-11=249/383, 7-11=249/383, 7-12=249/383, 6-12=249/383 WEBS 2-8=303/190, 3-6=-431/281 NOTES- 1) Wind: ASCE 7-10; Vult=16Dmph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Dpsf; h=15R Cat II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) Refer to girder(s) for truss to truss Connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atJoint(s) 4 except Ot=lb) 5-104, 8=186. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 38 lb up at 5b7, 23 lb down and 38 to up at 641-7, and 51 lb down and 93 Ib up at 7.10-6, and 61 lb down and 93 lb up at 7.10.6 on top chord, and 4lb up at 6-0-7, 4 lb up at 6-0-7, and 21 lb doom at 7-10-6, and 21 lb down at 7-1 D-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1d-54,1-5=20 Concentrated Loads (lb) Vert 1 D=39(F=19, B=19)12=24(F=12, B=12) I A' o MSS ruse ype y Ryan Homes -14U A d 7452-A CJ7A MONO TRUaS 1 1 Job Reference o 8onel nn o� vnm errs mdnnldxeIn, wed Nov 1410:46:15 2018 Pane 1 Soulhem TMse , F4 Marco, FL.: vDl 2x5 II ...i............. 'i,'6 —_._..... ID:EePOUIwCWAO16w5O7vTFdY15cK-IMYuNPY9F6uCVUR9ELX4lOgkvB3sXB2lOF yJ qs LOADING(psf) SPACING- 2-M CS]. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.03 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.05 6-7 >999 180 BCLL 0.0 Rep Stress Ina NO WE 0.22 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-S Weight 40 lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.32-6-10 REACTIONS. (size) 1=0-3-8 (min. 0A-8), 4=Mechanical, S=Mechanical Max Hom 1=153(LC 17) Max Upliftl 144(LC 4), 4=91(LC 4), 5=139(LC 4) Max Gmv1=358(LC 1), 4=105(LC 1). 5=288(LC 1) FORCES. (lb) - Max. Comp.ltvax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=6051233, 2-8=5531239, 3-8=531/245 BOT CHORD 1-10=324/531, 7-10=324/531, 7-11=324/531, 6-11=324/531 WEBS 3-7--0/261, 3-6=5981365 NOTES - I) Wind: ASCE 7-10; Vult--I60mph (3-second gust) Vssd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grin 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 truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Jolnt(s) 4 except (tt-lb)1=144, 5=139. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 to down and 38 to up at 3-7-8, 31 lb down and 47 to up at 3-7-8, and 51 lb down and 93 lb up at 6-6-7, and 56 lb down and 97lb up at 6-5-7 on top chord, and 4 lb up at 3-7-8 , 6 to down and 13 lb up at 3-7-8, and 21 lb down at 6-5-7, and 24 lb down and 21 lb up at 6-5-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert'. 1-4=-54, 1-5=20 Concentrated Loads (lb) Vert 9=47(F=19, B=28)11=35(F=12, B=23) PE 713 51 ' -�'eTATP'gF� l T 0 i, F ORI� �� ��''SS�t�IILjEN�\\\\\ qn Job I runs L ype Ryan omes-1452Ad 1452-A J1 JACK jUty 3 lHly 1 Job Reference o donal oaumem uu nerve, ram., eoi ID:EaPOUIw6WA016w507vTFdz750K-IMYujVPY9F6uCVUR9ELX4tOk4vHlsad210FJkXyJlgs W LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Ifdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 'Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight 5 to FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (srze) 2=1VIechanical, 3=0-8-0 (min. D-1-8) Max Horz2=124(LC 1), 3=124(LC 1) Max UpIfi2=54(LC 8) Max Grav2=95(LC 1), 3=29(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc pudins. BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. NOTES- 1)Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Dpst h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 5) Non Standard bearing condition. Review required. LOAD CASE(S) Standard 'C�/���i / PE 76051 \ 1 LOADING(psf) SPACING- 2-0-0 CS'. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.02 Horz(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017/TP12014 Mabix-P Weight. 7lb FT= 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or I G-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical,4=Mechan1cal,5=0-B-0 (min. 0-1.8) Max Hoa5=43(LC 8) Max UpIi83=34(LC 1), 4=-43(LC 1), 5=66(1-C 8) Max Gmv4=5(LC 8). 5=223(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vulr1,60mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.0pst,, h=15t Cat. II; Exp C; Encl., GCp1=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 nonconcumenl with any other live loads. 3) Refer to girders) for truss to truss connections. ' 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at)olnl(s) 3, 4, 5. LOAD CASE(S) Standard �1GENS�� PE 76051 *Tb� I'`TAT� / < i O'ER(- Job ruse Twss I ype y Ryan Howo, 1411 Ad 1452-A J3 JACK 3 1 Job Reference o tionsl Sou em Truss, Ft. Plena, FL, U951 Run: 9.230 c Oci 212g1a HiM: 6.23a a Oc121 2a1a MRek lndus6les, Inc Wed Nov 1410:46:i6 2018 Page l ID:EaPOUIwCWA016W S07vTFdz75cK-DYbGxrOAWYEIgfSdixsmdSZuTJdMbl OC64_tGzyJlgi 1 10 22-2-2-0 1-0-0 -0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Ina YES WE 0.03 Horz(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017lrPI2014 Matrix-P Weight 12 Ib FT=10 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc pudlns. BOT CHORD 2x4 SP No.21 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.S REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-B) Max Horz5=72(LC 8) Max Uplift3=48(LC 8). 5=62(LC 8) Max Gmv3--38(LC 1), 4=28(LC 3). 5=208(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All fames 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=1, 60mph. (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opst; h=15$ Cat II; Exp C; Encl., GCpl=D.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 girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. LOAD CASE(S) Standard \\\\\\\I tit I//////' �\GEN,4�����i PE 79051 = f.f 4- A t = 70NAL ENG /0/1111110\\\\ Job Truss I rush I ype y Ryen Homes-1452Atl 1452-A J3A MONO TRUSS t 1 Job Reference o 0onal Soumem I. I rc 11.1 ", J9tlm ID: EaPOUIwCWA016w507vTFdzT5cK-DY6(;xrOAwYEIgfSdixsmd52voJdWb1 tC64_tGryJlgr -6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In Doc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 34 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 34 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hoa(CT) -0.00 2 n(a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-R Weight 9 lb FT =10 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-0 cc puriins, except BOT CHORD 2x4 SP No.2 and verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 2=Mechanial, 4=0-8-0 (min. 0-1-8), 3=Mechanical Max Hom4=45(LC 8) Max Uplifl2=52(LC 8), 4--14(LC 8), 3=3(LC 8) Max Gmv2=55(LC 1), 4=82(LC 1).3=41(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; SCDL=5.Opsf, h=151t: Cat. It; 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 buss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 3. LOAD CASE(S) Standard PE 76051 \t ' r.1 4— A, _ o N55 ype y Ryan Homes-1452Ad 1452-A J4 JACK 11 1 Job Reference o bonal __._.....__._______._.__- ID:EaPOUIwCWA016w507vTFdz75cK-DY6GxrOAwYEIgfSdixsmdSZuLJcHb1 LC64_tGryJlgr 1-4-0 4-0-0 _ .4-0 ~ 2-8-0 Plate Offsets (X Y)12.0-0.12 0.1-121 r5:o-1-81-2-01 15.0-0-0 0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) I/deft, Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight 13 to FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=D-8-0 (min. 0-1.8) Msx Horz5=83(LC 8) Max Upli83= 59(LC 8), 5=66(LC 8) Max Gmv3=54(LC 1), 4=40(LC 3), 5=220(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purilns. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Dpsf; h=15fc Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf Bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoings) 3, 5. LOAD CASE(S) Standard 1-0-0 5-6-0 ,.q-p 4-2-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vart(CT) -0,02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.01 3 nla We BCDL 10.0 Code FBC2017lTPI2014 Matrix-P Weight 18 lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing dlrectiy applied or 5-6-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4--Mechanical, 5=0-8-0 (min. 0-1-8) Max Horz5=.113(LC 8) Max Uplift i=93(LC 8), 5=80(LC 8) Max Gmv3=96(LC 1), 4=71(LC 3). 5=267(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. ' NOTES- 1) Wind: ASCE 7-10: Volt=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.0psf; h=15fk Cat. II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) Refer to girders) for truss to truss connections. ' 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3, 5. LOAD CASE(S) Standard PE 76051 := r.1 AI = I' I TRUSS LOADING(psf) SPACING- 2-0.0 C51. DEFL, in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-5 >999 240 MT20 2"1190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.03 4-5 >999 18O BCLL 0.0 Rep Stress Ina YES WB 0.05 Horc(CT) -0.02 3 rda n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight 18 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins. BOT CHORD 2x4 SP No.2 SOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4--Mechanical, 5=0.8-0 (min. 0.1.8) Max Horz6=:117(LC 8) 1 Max Upsft3=97(1-C 8). 5=81(LC 8) Max Grav3=100(1-C 1), 4=75(LC 3), 5=272(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCp1=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 100lb uplift atjoint(s) 3, 5. LOAD CASE(S) Standard NA g/����/ --_�Ea �10ENS-- PE 76051 \tt r 1 I �TAT�L _ II i0 \Hu- ORiD%�'\������ 1 L 2xl 4-6-0-0 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.02 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) .-0.03 3-4 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.02 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight 15lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 , WEBS 2x6 SP No.2 REACTIONS. (slm) 2=Mechanical, 4=0-8-0 (min. 0-1-8), 3=Mechanlcal Max Horz4=87(LC 8) Max UpIM=-94(LC 8), 4=-36(LC 8) Max Grav2=104(LC 1), 4=156(LC 1), 3=78(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-&0 no pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind; ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF, h=15% Cat. 11; Fxp C; Encl., GCp1=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 nonconcurrem with any other live loads. 3) Refer to girder(s) for truss to truss connections. _ 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. LOAD CASE(5) Standard r., Job TmSs m65 I ype Qty MY Ryan Homes -1452Ad 1452-A J6 JACK 10 1 Job Reference o BCnal soulhem Truss, FL Farce, FL, 34951 ID:EaPOUtwCCWA016wSO7vTFdY15cK-hkge6BQogaMCSp1pGM79I60MiwNKUCLKkkQoPyJlgq 6- 1-4-0 l 4-&0 n I� 1-0-0 6-a0 i �� I 54)•D - _ Plate Offsets (X,Y)— 12:0-0-12 0-1.121 f5-D-1-81-2-01 T&0-0-0 0-1-121 LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Verl(LL) -0.02 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Weight 19 lb FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=1VIechanical, 5=0-8-0 (min. 0-1-8) Max Horz5=124(LC 8) Max Uplil0=104(LC 8). 5=-85(LC 8) Max Grav3=109(LC 1), 4-81(LC 3), 5=283(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; VuR=1 60mph (3second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.0psf, h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=1b) 3=104. LOAD CASE(S) Standard i PE 76051 2 f.I 4— _ `TAT ORID 'N����� sONAIINX 5\\�� ion i ruse I ruse I ype y Ryan Homes-1452 A cl 1452-A J7 JACK 12 1 Job Reference a Oonal n` u 2x6 It Dead Load Del. = Ill 6In Plate Offsets MY)— 12:0-0-12,0-1-121.15:0-1-8,1-2-01.15:0-0-0,D-1-121 LOADING(ps1) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.07 4-5 >978 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.13 4-5 >569 180 BCLL 0.0 Rep Stress Ina YES WB 0.08 Horz(CT) -0.05 3 n1a We BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight 24 lb FT = 10% LUMBER - TOP CHORD 2x4 SP ND.2 BOT CHORD 2x4 SP ND.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-B-0 (min. 0-1-8) Max Horz5=155(LC 8) Max Uplffl3=136(LC 8). 5=101(LC 8) Max Gmv3=148(LC 1), 4=11O(LC 3). 5=335(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=295272 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 on puriins. BOT CHORD Rigid ceiling directly applied or 16.0-0 an bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat II; Pxp C; End., GCpi=0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This thus has been designed for a 10.0 psr bottom chord live load nonwricurrent with any other live loads. 3) Refer to girder(s) for truss to truss connectons. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 3=136, 5=101. LOAD CASE(S) Standard \\\\\ 111111///// ��\\PN vl 81 r PE 76051 \ �.I - �l = rx SS�ONAi e ruse mss ype y Ryan ames-1452Ad 1452-A J7A MONO TRUss 3 1 Job Reference (op8one0 Southern TNSS, FL FIG=, F , 34551 Run: 6.230 s Oct 21 2016 Ptlrd: 8230 s Od 21 2018 MiTek Intlustrlea, Ine. Wetl Nov 1410:48:17 2D18 Page 1 ID:EaPOUIW6WA016 WS07VTFdz?5cK-hkge8B0ogsMcSp1 pGfN7816yojtrKU61-KkkDoPyJlg1 Dead Load Defl. = Ill 6 in r LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(IJ 0.10 3-4 >740 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Veri(CT) -0.15 3.4 >505 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.05 2 nla n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-R Weight 21 lb FT =10%a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 no pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (size) 2=Mechanical, 4=0-8-0 (min. 0.1-8), 3=Mechanical Max Horz4=128(LC 8) Max Up[M-- 136(LC 8), 4=58(LC 8) Max Grav2=154(1-C 1), 4=230(LC 1). 3=115(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; CaL It; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcument 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 100lb uplift st joint(s) 4 except Ot--lb) 2=136. LOAD CASE(S) Standard \CENs � iPE 71051 1 G � JTATL''B�/ i ORIo� .\etc 70NAL 5N' \��\ Job I russ Truss I ype y Ryan Homes-1452Ad 1452-A L1 COMMON 2 7 Job Reference o tional Souv em Truss, FL Pierce, FL, 34951 4x4 = I¢ 3x9 II axs II 1-0-0 6-0-011-0-0 12-0-0 1JLn 541-f1 5-0-0 Plate Offsets MY)- 11:0-1-14 0-0-21 tl:D-0-0 1321 (3:0-1-14 0-0-21 13:D.0-01-3-21 LOADING(Psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.03 1-0 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.O6 1-0 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.10 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 MataxS Weight 46 to FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. (size) 1=0-" (min. 0-1-8),3=041-0 (min. 0-1-8) Max Horz 1=46(LC 8) Max Upiift1=145(LC e), 3=145(LC 9) Max Gravl =419(LC 1), 3=419(LC 1) FORCES. (lb) - Max. CompJMax Ten. -Al forces 250 (Ib) or less except when shown. TOP CHORD 1-2=656/196, 2-3=656/196 BOT CHORD 14=133/547, 34=133/647 WEBS 2-0=0/274 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purilns. BOT CHORD Rigid ceiling directly applied or I G-D-0 oc bracing. NOTES- 1) Unbalanced mof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=S.Opsf, h=15f ; Cat II; Exp C; End., GCpi=0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D to uplift at joint(s) except at -lb) 1=145, 3=145. LOAD CASE(S) Standard \\\\ U111l1 //,/ IV I.8 �1 i PE 76051 1 I z� OI S`TAT' OR I O V 10NAL Job Truss I was I ype IF Ryan Homes -1452 A cl 1452-A L2G HIP 1 1 Job Reference (optional) Southern Truss, FL Pi., FL, 34951 Run. e.muswn...•.. ��.�.�n� ID:EaPOUIwCVVA016WSD7VTFdz75cK-9xE1MXRORAUS3zcOgMuENeBn7EW;LU 0T-LryJlgp 1L0 B-0-0 10-30 1241-0 14-0 243-0 4-0-0 2-8-0 14-0 4x4 = bx7 = 3X6 II 1-0-0 14-0 40-0 8-0-0 10A-0 11-0-0 12-0-0 Plate Offsets (X h- 12.0-0-12 0-1-121 14:0-5-40-2-01 15.0.0.12 0-1-121 f7:0-0-00.1-121 17:0-1-41.1-BI N0:0-0-0,0-1-121 110:D-141-1-81 LOADING(psf) SPACING. 2-0-0 CSL DEFL In Qoc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.28 Vert(LL) 0.05 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) .0.06 8-9 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.06 Horz(CT) 0.00 7 We We BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight 4B lb FT =10% LUMBER - TOP CHORD 2x4 SP No.2' BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 10--0-8-0 (min. 0-1-8), 7=0-8-0 (min. 0-1-8) Max Horz 10=31(LC 8) Max Upl&10=254(LC 8), 7=254(LC 9) Max Gmv10-421(LC 17), 7=421(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins. BOT CHORD Rigid ceiling directly applied or 1D-0-0 cc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-2=315/236, 2-3=3B0/304, 3-11=313/283, 4-11=3131283, 4-5=380/305, 5-6=315237 BOT CHORD 1-10=226/312, 9-10=231/312, 9-12>222/314, 8-12=222/314, 7-8=-227/312, 6.7=227/312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat. It; Exp 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live bads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb)10=254, 7=254. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 53 lb down and 149 lb up at 4-M, and 26 lb down and 57Ib up at 6-0-12, and 53 lb down and 149 lb up at B-D-0 on top chord, and 18lb down and 41 It, up at 4-0.0, and 9 lb down and 2lb up at S-D-12, and 18lb down and 44 to up at 7-114 on bottom chord. The deslgntselection 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 (8). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=125, Plate Incresse=1.25 Uniform Loads (toll) Vert 1-3=54, 34=54, 4-6=54, 1-6=20 Concentrated Loads (Ib) Vert 3=23(B) 4=23(B) i PE 76051 1t 7 J00 Inuss Inuss lype My Ryan Homes-1452Ad 1452-A MV2 VALLEY ILRY 2 1 Jab Reference (optional) saumem i vss , r� nerve, r�., .»aai 2x4 G 5 nnr 2 3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Vd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - rda 999 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.03 Vert(CT) nla - n1a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 nla Na BCOL 10.0 Code FBC20171TP12014 Matrix-P Weight 5lb FT= 10% LUMBER- SRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2.0-0 oc puriins. BOT CHORD 2M SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=240.0 (min. 0.1.8), 2=2.0-0 (min. 0-18). 3--24)-0 (min. 0-1-8) Max Hom 1=26(LC 8) Max Upiiftl=14(LC 8), 2---31(LC 8) Max Gmvl=47(LC 1), 2=34(LC 1), 3=25(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind! ASCE 7-10; Vus=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psF h=15ft; CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing atjolnt(s) 2 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift stjoint(s)1, 2. LOAD CASE(S) Standard Iz PE 76051 't 1 �71 „E7`j' J'VTA i '00111ENG \\\\ V Job Truss 1russ lype Ryan Homes-1452Ad 1452-A MV4 VALLEY jUly IMy 2 1 Job Reference o tional o..W.,.�,,..��.o�..�,.,..�...o..... .._. �.... ._....__....-..._.__. ID:EaPOUIwCWA018w507vTFdz75cK-9xE1 MXRORAUS3uAgMuE�WeCJ7Ho3xMVZOT_LryJlgp 3 3 I 2x4 9 ISM II LOADING(;:4 SPACING- 2-0.0 CSI. DEFL In goo) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.25 Vert(LL) n/a - nda 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.19 Vert(CT) We - n/a 999 BCLL 0.0 Rep Stress Inor YES WB 0.00 Horz(CT) 0.00 nfa We BCDL - 10.0 Code FBC2017ITP12014 Matrix-P Weight 13lb FT= 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=4-0-0 (min. 0-1-8), 3=4-0-0 (min. 0-1-8) Max Horz1=64(LC 8) Max Uplift1=-35(LC 8), 3=62(1-43 8) Max Grav1=116(LC 1). 3=116(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst SCDL=5.0psf, h=15ff, 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 nonconcument with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3. LOAD CASE(S) Standard PE 76051 `t _ $j I. Sy �TAT� �ONA i 1�NG \��\ �'� N Job Truss Inuss lype Qty My Ryan Homes-14UACl 1452-A MV6 VALLEY 2 1 I Job Reference (optional) —11. a.—. o.....,'.-o"„.,. umuau,a ,.,,. �.wyo, ID:EaPOUIWCWA016WS07VTFdz75cK-9xE1MXRORAUS3zcOgMuEiW r7B53xMVZOT_LryJlgp 2 3 2x4 % 1Sx4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grin DOL 1.25 TC 0.73 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) n1a - n/a 999 BCLL 0.0 Rep Stress Inv YES WB 0.00 HDrz(CT) 0.00 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matrfx-P Weight: 20 lb FT=10% LUMBER. BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid celfng directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=6-0-0 (min. 0-1-8), 3=6-0-0 (min. 0.1-B) Max Horz 1=105(LC 8) Max Uplift1=57(LC 8), 3=101(LC 8) Max Gmvl=190(LC 1), 3=190(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15f; Cat II; Exp C; End., 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 100 lb uplift atjoint(s) I except Qt=1b) 3=101. LOAD CASE(S) Standard \0\111 I I I I///�� �\C ENs����i PE 71051 I xb L ~ J00 Truss I Ms5 type Uly My Ryan Homes-1452Ad 1452-A V4 VALLEY 1 1 Job Reference o Donal 50W18re 1 Mae, K Pie=, VL, MU01 1 2x4 5.00 FIT 2 Run: 8T30 6 Od 212016 Plot: 8.230 a Oct 21 2018 Mrrek Industries, me. Wed Nov 1410:46:16 2018 Page 1 ID:EBPOUIwCWAO16wSO7VTFdz?5d(-9xE1 MXRORAUS3zeogMuENVeFc7H13xMVZOT_LryJlgp 30 = 4-0-0 LM 2x4 C 3 Plate Offsets (X,Y)- 12:0.2.0,Edgel LOADING(psf) SPACING- 240-0 CSI. DEFL in (lox) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) nla - We 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) ma - n/a 999 BCLL 0.0 Rep Stress lncr YES WE 0.00 Horz(CT) 0.00 3 We rJa BCDL 10.0 Code FBC2017rM12014 Matrix-P Weight 101b FT= 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3, TOP CHORD Structural Wood sheathing directly applied or 4-0-0 oc pudlns. BOT CHORD 2x4 SIP No.3 BOT CHORD Rigid eating directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0 (min. D-1-8), 3=4-0-0 (min. 0.1-8) Max Harz 1=10(LC 9) Max Uplift1=33(LC 8), 3=33(LC 9) Max Grevl=94(LC 1), 3=94(LC 1) FORCES. (Ib) - Max. CompJMax% Ten. -All forces 250 Pb) or less except when shown. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.OpsF h=15R Cat II; Exp C; End., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument With any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s)1, 3. LOAD CASE(S) Standard it PE 7�05 ( �� �O N55 N55 ype y Ryan Homee-1452Ad 1452-A Ve VALLEY' 1 1 Job Reference o tional southern Tmw. Ft Pierce. FL, M?bl nun: e.wo a va u m ID:EePOUIwCVVAO1n6nw,5,0o7mvTvFad.z_7,5.c,Ka-di7ooPuZteS2C,uTceJ,ho6,B,C.0.4.0-T.F.B.M.Dd.A..O.N,. ..o. D....y. Jlgo 4-0-0 6-0-0 _ r 4-0-0 d 4-0-0 ' 2x4 1x4 II 04 = 2x4 LOADING(psf) SPACING- 2-D-0 CSI. DEFL. In (loc) Ildef Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Va t(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) nfa We 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(CT) 0.00 3 n/a nfa BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight 24 It, FT =10% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3' REACTIONS. (size) 1=8-0-0 (min. 0-11-8), 3=8-0-0 (min. 0-1-8), 4=&D-0 (min.0-1-8) Max Horz 1=25(LC 8) Max UpII t1=58(LC 8), 3=62(LC 9), 4=52(LC B) Max Gravl=118(LC 1), 3=118(LC 1), 4=248(LC 1) FORCES. (lb) - Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord beading. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 3, 4. LOAD CASE(S) Standard