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HomeMy WebLinkAboutTRUSS PAPERWORKSOMME L Com NEs �4py Southern Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772) 464-4160 • Fax: (772) 318-0015 Job Nmnber. J1900223 s y cmxane.. Ryan Homes G Name: RYAN HOMES J5113 L-25 Address: cny, S7, &P. General Truss Engineering Criteria & Design Loads Bnnding code and CbAW= CompoterPnW= Used: MTek Version: 37.0 psf ROOF TOTAL LOAD N/A " r Wrnd Bul1dln9AU9ft0 y: 0 mph from Unassigned No. Data Truss ID# 1 D221/19 A1A 2 02/21/19 A2C 3 02121n9 A9C 4 D221119 A3E 5 0221119 A4B 6 MOM AM 7 0221119 A5B 6 0221/19 AM 9 0221119 A66 10 0221/19 Aso 11 0221119 AM 12 0221/19 AM 13 0221/19 AB 14 0221119 AM 15 =1119 A70D 16- 0221H9 A11DG 17 0221/19 CJ2 16 0221/19 CJ4 19 0221/19 cis 20 0221/19 DEG 21 0221119 J2 22 0221/19 J2A 23 022119 J4 24 =1119 J6 25 0221119 J6 This cover sheet is provided as per Florida Statute 61 G15-31.003 in lieu of signing and sealing each individual sheet An Index sheet of the truss designs is attached which is numbered and with the indentification and date of each drawing. Engineer of Truss Design Package Brian-W. Sleekly Ft Reg. Eng. No. 76051 2590 N. Kings Highway Fort Pierce, FL 34951 Page 1 of 1 TYPICAL DETAIL @ CORNER. — HIP ~ NOTE NOS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. 1325j per Nail (D.O.LFactor=1.00) UP 70 2 W = 2-16d Naus REVD. rids toe nails only have 0.83 of 0 UP TO 394f = 3-16d NAILS REO'D. lateral Resistance Value. 1z 1 OVER n•�a- tAo SOA nlu ! c7 H7 iF6, GIRDER, �N(. 11 nI L Typical jack 45' t , attachment - — - — - — use 3-16d toe na1 O TYPICAL CORNER LAYOUT § T-16d Typical Hip-jacK attachment CHORD HANGERS FASTENER GIRDER JACK J1=J3 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - - - - -- 2-16d nails ----- J5 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - BC -- - - - -- 2-16d nails ----- J7 TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - - - - - - 2-16d nails - - - - HIP JACK GIRDER (CJ7) TO HIP GIRDER TO - - - - - - - 3-16d nails - - - - - BC - - - - - - - 2-16d nails - - - - • M:UM GRADE OF WMBER LOADING (PSF) Sat OIaL M- C 2c4 SIP i<2 L D l, FB=17 WEM=M SPAUNG 00 24' 10 O.G SOUTHERN TRUSS Fort Pierce Division 2590 N. Kings Hlghw , -COMPANIES- - (eaa232--050099 t7z)�416d tam//w .emn Fax:(772)31E-OD16 Bn'Sn M. Bleakly Strict Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 I TYPICAL DETAIL @ CORNER - HIP NOTE NDS=National Design Spec)Fctions for Wood Construction. 132.5# per Nail (D.6.1-Factor--1.25) nds toe nails only have 0.83 of lateral Resistance Value. AVOWABLE REACTION PER JOINT UP TO 265f 2-16d NAILS REQ'D. (� UP TO 394f = 3-16d NAILS REQ'D. r: T 17 N la N m J1 J3 /vas o I nl i H5 (HP aRom x, ; .`sae 3-16d tae na7 O TYPICAL CORNER LAYOUT k 2-16d Typical Hip jack' attachment CHORD HANGERS FASTENER . GIRDER JACK J1-J3 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC -- - - - -- 2-16dnails ----- J5 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - -- - -- 2-16dnails - - - -- TC - - - - - -- 3-16dnails - - - -- SC - - - - - -- 2-16dnails ----- HIP JACK GIRDER (CJ5) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - - - - -- 2-16dnails - - - - IIMUM GRADE OF LUN T.C. 2i4 SYP B.C. - 2t4 -51P 2 wEtis 24 m? No3 LOADING (PSF) L D 7w.. 20 BOTIUM m 10 SPACRIC 21V O.C. TRUSS For2590 N.tEPierce g LDii49� ion - COMPANIES - (BOo)232-o5o9-(ort Pierge, 772)464a41B0 - - -- - lege l—m fwn&� Fax:(772)31B-0016 Brian M. Bleakly Struct Eng #76051 2590 N. ICngs Highway, Ft Pierce, FL 34951 772-464-4160 I M blvffs Face Mount Hanger Charts isw Allowable lords::Ww Mw' Jam No AN =4 20 1-mal 3 1 I121 ISMS 4 10d 2 10dil1-112 '4703 50 4:5i0. 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PRA uagwn0 EC41 IB Jxd89 6UIPDOI unwIx0w as *p �9 M 4Gst w t01m 'xVW -0-0 .0—,i. 0 gOYd H108 HOY3 NI SINN Pgf—t HLLM OODUld xaO .ZAx9x 9 {{LL% ai61 a� a e� •� ox9 9x9 9x9 4x9 0 '4x9'L 4x9'L 'bx9'L £x9'L 0 9x9 9x9 9x9 9xti 9 5x£ M97 i'x9'l tixZ V ,Z9 I 8£ .ti£ ,a£ 3du J.NIOP of do SNVdS d ,Z '0/0..i LY S71VN PBL HLIM HOVUV 'N38W3W MM d0 KWM xae ONY N31J30 No 'N38W3w ,*L aL .01 83M BY SMOUS '3oYNO 3m 3ma L. in 'o/o 4 LY S'11YN PS Rum Hoviv 'N38W3W o3M d0 �110N39 xag ONY N31L39 NO 'LL38Wn ,01 Ol .a,L 93M SY +313 dS 3OVNO 3WVS 301M8 .L ixL ' "' •' ` ' ' ' — ONIOYNB ON AL Ol ,O ONIOW9 03HIn= RWN31 93M MWO aNlawo 93M " no ,f mavds mm my" V N 3WA mYa Max! 13W1a 38 AM dW WM as a" 'Jxd arto U am 'o In 7 in JLV7d RUA 7M t 'daax la ,moat W. mnvaal 'aalx =Ola al•L 3a6V AM MVA OC VU Htfl ow) tmwamm mm oNmmu mm mu 718ral" 61 j ma na 'olaovdx Nnmw oemnmu ooa Im m a�anqm rAmmaa vo,L�m,�avmp mww'SGliio'2`u o1'"fafniiwiFnaL� WN�y pI 3onds 3Na JM as MHnDVLB 33 ABM Cl a aulipIfaLWa� aMf dal, 7M1 an .1 xV swJl m xa wi mw SWA aw MHM Nm No= ams oL am 0p1010,® ��DE�q gd IERi JL da 1ij, xpx9 in CB// do ixx xsxLL iP9 is 'a) da yxy I sp•q in zf dM las Papae 4a y vaawm J0 30WO 'wnwlNlw SCAB-BRACE•DETAtL I ST - SCAB -BRACE Note: Scab -Bracing to be used when con6nwus lateral bracing at rrd#dvd (or T-Bram) is imprac5ML Scab must cam full length of web +A 6'. THIS DETAIL IS NO'rAPUCABLE•WHEN BRACING IS REQWEDArV3-POINFSORMUR CEMSPEMFIU: APPLY 2x SCAB TO ON9 FACE OE WEB WITH - 2 ROWS OF 110d (3'X41317 NAILS SPACED B-O.C. SCAB MUST BE THE SAME GRADE SIZEAND SPECIES (OR BETTER) AS THE WEB. - - MAXIMUM WEB AXIAL IAL FORCE = 250D Ibs ' MAXIMUM WEB LENGTH=-12'-0' SCAB BRACE Z 4 MINIMUM INEB SRE MINIMUM WEB GRADE OF#3 Naiis� � Sedan OetaG ®•� sc Mca Web Scab -Brace must be same spedes grade (or betel) as web member. L-BRACE DETAIL Nalling Patlem . L-Brace sIZI 1 Nag Siie . ix4or6 10d O.C. Muroxm- 2x4, 6, or a 16d Nole-L'Nall along enfrre langtb of L-Brace. (On Two-Plys Nail to Bogs Plies): . L-Brace must be same species grade (or better) as web member.. Note: L-6tadng to be used when cats iuuous Caleral bracing is bnprac-6caL L-brace nmst cover gtl%` of web lwgW - .. L-Brace S[ze for One•Ply Truss Specified Conlimmus Flows ofLeteralBracing web S'¢e 1 2 2rGi or2X4 1x4 2ffi 1R6 «. '^ DMECT MaMTLMON NO'rAPUCAaLE. L-Brace Sbe for7Wo-Ply Truss Specified coamuous. Rows of Lateral Bracing Web ST¢e 1 .2 �Gi or2><4 2x4 •,• DIm=SUMMMON NCTAPLIcABLE T-BRACE/ I -BRACE DETAlL Note: T-Bracing / I -Bracing to be used when oon0nuous I deWd Cbm ng 's Impractical. T-Bracel I -Brace must cover 90% of web length. Note: Thus delal NOT tor be mod to cat hdT-Brad / FBracs webs to continuous lateral braced wets. Nailing Pattern T-Brace shre NagB¢e Nag Sparing lx4orlxS 1od fro= 2x4 or 2x6 or W 16d as Mc. Note: Nag along entire WTffivf•T•Brace / [_Brace. (On Two-Plys Neil to But Plies) .: u � lug r li fi ii SPACING i r Naft / Section 0eta0 y T-Brace Web allem� poswon Nadi Web I -Brace Neis T-BRACE _ Brace 5¢e for One ft Truss Specified Ccn fi ous Rows of Ural Bracing Web Size 1 2• 2x3ur2x4 IM(hce T-Bra 'x x4 1-Brace 2rS r) T-Brace FBrece 2)2 2x6 T-Brace 2xs l-Brace Brace Sim for Two -Ply Tres Specified Cordhwous Rows of Lateral Bm*b Web Size 1 2 2rGi or 2x4 2x4 T-Bram 2x4 FBrace 2x5 2x6 T-Brace 2x6 I.Brace 2r 8 W T-Brace T.-Brace/ I Brace must be same species and grade (or bets as web member (' NOTE: g SP webs are used In the inns, tx4 or US SP braces must be stress rated boards wfth design values drat are equal to (or bette* the tnrss web design values For SP ft= hnnber grades up to 42with lX bracing material, use IND 45 forT-Btacall B For SP truss Wmber grades up to #1 witlr 1)bracing materK use IND 55 forT•$tace/I Brace im nss I mss I ype Y fail-DA AIA COg ON 3 1 Job Reference an TrM. Ft. nX%FL, 34351 F=21fa:15:452me Opal ID:ny4imn)pmKemT09U) wMdii*ZeMhdPLme4n=6Gxd7d8aiicyCU6hgi71mvW 1�U iDU , 62e 155/ 2440 91+t3 94S] 4540 A6eA 14�t ITAI .=5116 In Ia 4x5 = 3x5 = 3x5 = 3x5 = 3x5 = 3x6 = 3x5 = 539 // 56 \\ 110 aO84 ,t6q 1 2 16]A 266] ab11665 asaa /580 z 1�s13 i s+u I sSu ��t�Toio� Piate Offsets MY)- 12,0-M 0-1-141 f10'0-M 0.1-141 11205120-1 41 ftg'OS12 0-1-01 ---- LOADING(psf) SPACING 240-0 CSI. DEFL. in poo) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.51 Vert(U) 023 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.95 Vert(CT) -0.52 15-16>B99 180 BCLL 0.0 Rep Stress Inc YES WB 0.81 Horz(CT) 0.18 12 We Na BCDL 10.0 Code FBC2017rrPI2014 MatrizS Weight 255 lb FT=2MA LUMBER - TOP CHORD 2x4 SP M 31 'Except- TI: 2x4 SP No2 BOT CHORD 2x4 SP NO2 WEBS 2x4 SP Nc,3 REACTIONS (size) 19=0-" (min. 0-2-1),12-0-60 (min. (14-1) Max H=19=177(LC 8) Max Uprt lg---603(LC 8), 12---6M(LC 9) Max Gm lg=1727(LC 1), 12=1727(LC 1) BRACING - TOP CHORD Structural wood sheathing diredty, applied or 331 0o palins BOT CHORD Rigid cel9ng directly applied or 2-2-0 oc tracing. WEBS 1Rom, at tnicipt 3-1g,9.12 FORCES. (lb) - Max. CompJMax. Ten. -Ali fares 250 (9t) or less except when shown. TOP CHORD 1-2=61all 67, 2J=758f323, 3-4 -2968H(147, 44--283411068, 54=2450/914, 6-7=-2458/g14,7-8=2834/1068,8-9=4968/1047, 9-10=756f323, 10.11=618/157 BOT CHORD 1-19=188/627, 18-19=1042JZ75Z 17-18=817/2452, 16.17=-81712452, 15-16=450/1638, 14-15=6402453,13-14= 64012453,12-13=-86512752, 11-12=188/627 WEBS 5-18=158/401, S16=fi191460, 6-16-T53f813, 6-15=-353/812, 7-15=-6191469, 7-13=158/401, 3.19=2378,757,10-12-4231364, 942=23791758, 2-1 8=423/365 NOTES- 1) Unbalanced roof rive loads have been considered for Nis design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=5.Opst h=15ft Cat II; Exp C; End., GCpi--0.18; MWFRS (emrelope); cantilever left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord rive load nonconcrrent with arry other We loads. 4) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except Qt-m)1g=603, 12=603. LOAD CASES) Standard 60 1 ///1;$,9 Job Inuss Iruss lype Y Oakland Le 18334)A = t8P 2 t Job Refemnre (oplionao eWxYal T., FL Prom, FL, 34951 4x5 = 2x4 II 5a0 12 4xi= Krn� 5*5= 56= 3x5 = 3x5 = 3x5 = 2x4 II 4x6 = Dead Load Der. c Sn6 in M 1-0-0 &2S 14&10 I 22-60 2441-0 31-168 38-8-71 45A-0 4&BA 19 N.5 I &7l6 1 7-26 ( 2$0 1 7-2-. I 8-75 7-25 Plate Onsets MY1- rl:0-3-ZO-3-01, r1:0-1-B Edeel M2032.0-3-01 112:1311,Edge) -- LOADING(psl) SPACING- 24)-0 CSL DEFL in poc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 126 TC 0.95 Vert(LL) 0A117-19 >999 240 Nf120 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.70 17-19 >792 180 BCLL 0.0 Rep Stress Ina YES WB 0.60 Horz(CT) 023 12 n1a n/a BCDL 10.0 Code FBC20171fP12014 MabU-S Weight 266 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No2 BOTCHORD WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No2 4.0.2, Right 2x6 SP No244.2 WEBS REACTIONS. (size) 1=-&0 (min. 0-2-0),12-0-8-0 (min.0.2-0) Max Horz1-167(LC 9) Max Uplift1=579(LC 8), 12-579(LC 9) Max Gmv1=1702(LC 1), 12=1702(LC 1) FORCES. (lb) -Max. CongAftx. Ten. -All forces 250(lb) a less except when shaven. TOP CHORD 1-2-3642/1172, 23--3553/1188, 3-4 3D68/1016, 4 '-2944H035, 5-6=2387/812, &7=21371787, 7-8=23871812, &9=2944/1035, &10=3068/1016, 1&11=355311189, 11-12-3642/1173 BOTCHORD 1-20=116V3279,1&20=1161/3279,1&19--877iM4,17-18=-871f2774, 16-17--5002137,15.16=710/2774,14.15=710f2774,1314=99413279, 12-13=994/3279 WEBS 3-20=0=9, 3-19=-57Or , 51a--102/476, 5-17=909/497, &17=18(1643, 7-16=180/643, 8-16=909/497, 8-14=1021476, 1&14=45701321,10-13=299 Structural wood sheathing directly applied. Rigid calling directly applied or 2-2-0 orbracing, Except 5,,-8 ae bracing: 19-20 510-13 oc bracing: 13-14. 1 Row at mldpt 5.17, &16 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=42W, BCDL=5.0{sf; h=15ft Cat Il; Exp C; End., GCpF0.16; MVVFRS (emrelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nommnramerdvrith any other 0ve loads. 5) Provide medwdral connection (by others) of truss to bearing plate capable ofwOhstanding 100 m uplift atjoird(s) except ")1=579, 12-Vs. LOAD CASE(S) Standard EIEVI \ 1 ; / Q. \\\N SS/NAL1ENG � 2 Job Trussl"B ply d eke 1933-DA A9C HIP 1 7 Jab Refererre i ID:rry4lmnjpmrdjBmTOZNjryrtynljrW iHOte264rror0A6jgi61CC8FP5E7hh7Gv_7gI0avGR 7-0S 1393 20-0-0 2880 32-10.13 39.1-11 42-2-0 Bb5 62-13 U13 BA-0 6L73 62-13 305 Dead Load Dell. -114In snot 3x5 = 3x4 = 4x6 = 3X8 3x4 = 4x6 = 3A = 5,4 = IM 10.7-12 20-00 26b0 36-0-4 42-M Plate Offsets MY) - LOADING (PM SPACING- 2-0-0 CSL DEFL in, (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -023 12-14 >899 240 MT20 2441190 TCDL 7.0 Wmber DOL 125 BC 0.88 Vert(CT) -0.5012-14 >889 180 BCLL 0.0 Rep Stress Inc YES WB 0.69 Horz(CT) 0.13 11 Na Na BCDL 10.0 Code FBC2D17RP2014 MatrixS Weight242lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2'Except• B1:2x4 SP M 31 WEBS 2x4 SP No.3 SUDER Left 2x6 SP No2 3-7-12 REACTIONS. (size) 1=0-8-0 (min. 0.1-8),11=0-8-0 (min.0.1-13) Max Hoal--213(LC 8) Max Upldllr-523(LC 8), 11=481(LC 9) Max Grav1=1542(LC 1), 11=1542(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or2-2-0 oe purims, except end verticals. BOT CHORD Rigid calling directly applied or 6.4.9 ors bracing. WEBS 1 Row at midpt 5-15, 7-15, 8.14 FORCES (b) - Max CompJMax. Ten. - All forces 250 Qb) or less exoeptwhen shown. TOPCHORD 1-2-3245H084,2.t--S16611099,3-0=29831973,45=2921/991,58=2160/728, 6.7=18377720, 7.8=203=89, 8-9=19841625 BOT CHORD 1-17=113WIIM 16-17=-8392460,15-16=4392460,14-15=-44011815, 1314=52411928, 12-13=524/1926, 11-12=41811396 WEBS 317�323/322, 5,17=130/551, 515=7191431, 615=1031503, 7-15=1701348, 7-14=927d61, 8-14--21g257, 8-12--S1SH74, 9-12-911652, g•11=19431631 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=16Dmph (3�second gust) Vasd=124mph; TCDL=42W. BCDL=5.Opsh h=15ft Cat It Exp C; End., GCp=O.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This thus has been designed for a 10.0 psf bottom chord We lead nonconamrntwith any other live bads. 5) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 100 b uplift at joim(s) except"- )1=523, 11=481. LOAD CASE(S) Standard ` P- 60 I tak IN — L bRt i�/V/S ONA y,�NG im nus rumype tm Lexe 1833-M A3E 1ply SPECIAL 1 1_ Job Refererea_ _ _ pyy —" ,,,,y. —acne, 11.wp,. "—" _ _ Io:gy4mmjpmnr9mTo2fuw�mdivvtGg W r9wuo0Jiwfdaholo7va9oa�6emEysavGO too gas 7303 zaao 2aE-0 + az-mu I 3¢taz I bbsa as7�4saa, ion BBS 62-19 6 13 68a a2-ib a2-u b7-72 r4aq 2+9 Dead Lnsd De0.-7116In Sx5 = 5Y1= SADjiz 5 7 33di9 4 3x5C 34 C 5 3ffi � 3 9 2x40 4 4r5� 3 10 E6= 4rd4 3a= 4x54 2At 1T49 _ 1 13 SLu 21 20 19 19 17 16 15 74 4X5 4x6 = 34= 416 3as = 3x5 = 4x6 = 3x5 3,5 = 7x10 11 3x8 47a too 1o�-u moa asso xos 44sa �s7a bago ta3 ay i"5I aTI sea I�—I esa 7+a ta0 Plate Offsets (X Y)- 11.0.0-14 Edqel 11 0.3-2.0.3471 17•U54 0-2 121 110:0.2-6 0-1 121 111'0.5-4 Edcel 113'04" Edge] R3.0-1-6 Edgel 114'038 0-1.91 115.0-2-40-1411 LOADING(pefj SPACING- 2-0-0 CSL DFFL. in (loc) UtleB Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.89 Ven(LL) -0.34 18 >999 240 MT20 . 2441190 TCOL 7.0 Lumber DOL 125 BC 0.89 Vert(CT) -0.74 16-18 >763 180 BCLL 0.0 Rep StrewIna YES WB 0.62 Hom(CT) 020 13 n1a We BCDL 10.0 Code FBC20177TP12014 MalrkS WeIght:2870) FT=20°h LUMBER- BRACING - TOP CHORD 2x4 SP No.2 -Except' TOP CHORD Structural wood sheathing directly applied T5: 2x4 SP M 31 BOT CHORD Rigid calling directly applied or 6-1.2 oc bracing. BOT CHORD 2x4 SP M 31 -Except- WEBS 1 Row at mWprt 5-19, 7.19, B-18 132:2x4 SP No2 ' WEBS 2x4 SP No.3 WEDGE Right ZA SP Not SLIDER Left 2x6 SP No23.7-12 REACTIONS (size) 1=0." (min. 0.1.8). 13=04i-0 (min. 0-1-8) Max Horz1=152(LC 8) Max UPVPt 73(LC 8), 13=Z86(LC 9) Max Gmvl=1751(LC 1), 13=1751(LC 1) FORCES. Qb)-Max.CompJMax.Ten.-AOforces250(lb)orkw xoeptwhenshown. TOP CHORD 1-2=3757/1206, 2-3 3672f1220, 3-"- 50111096, 4--344011114, 5.6=-2697/878, 6-7-2432I849, 7A=2732886, 8-9--3697N236, 9-10=381611225, 10-11=-576111924, 11-12--343411167, 12-13=-631H2O8 BOT CHORD 1.21=118313390, 20.21=-893MM, 19.20=89312946, 18.19=5542470, 17-18=.BIW107,16-17=81013107,15-16=720313914,14-15=162115195, 13.14=1 D49t3224 WEBS 3.21=-3131319, 5-21�1271639, 5-19=7141430, 6.19=172075, 7-19=2771180. 7-18=249/736, 8.18=8751492, 8-16=217/744,10.16=-6291402, 10-15=554M81 B, 11-15=752MM, 11-14=23291868,12-14=478H498 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wnd: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mph; TCDL-42W. BCDL=S.opst; h=15fl; Cat II; Exp C; End, GCpi=0.16; MWFRS (envelope): cantilever leg and right exposed ; 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 pat bottom chord five load nonconcurrerdwith any other five IoadS. S) Provide mechanical connection (by others) of tniss to tearing plate capable ofwiMstandng 100 lb upliftatjodd(s) except pb)1=573, 13=586. LOAD CASE(S) Standard 7 � P 6 � 0 1 - ��r - 3 3 i4v�� ///�FSS,ONA l�� im rus5 IMSS type O oLaM 18t MB flip 1 1 Job Reference, 'on 5wpiem Trtas, K Relrc, FL. 3495A XtOLn Ua txiTzlna rrxcn.•..aulazr nnnxires mmmma u,c uxraon 14:1¢41 once rapat ID:ny4imjpmNBmTCOUjlwcynijv-v1GgCWMNU1(kRvDhz4kOfVWrbOSWPeemEgauG I t+p aria , taaw Dead Load Deb.-3116 in SLO 12 Sx7= W7It Sx7= 6 7 u 3x5 = 314 = 4xS = 314 = soa = 3x4 = 31B = 30 = 5x4 tso 1 96a 1BU0 pS4a pa9-0 361M6 423-0 9:4p SJ-0 BS 1 Plate OSsets MY),- M'0370 0301 16'054 0.2.87 WD5-40.2AI 12:0-2-00-2-121 LOADING(psfJ SPACING- 24)4 CSL DFSL in (Ioc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.41 Ved(L.L) 0.19 17-19 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.73 Vert(CT) -0.3817-19 >999 180 BCLL 0.0 Rep Suess Inv YES WB 0.77 Hom(CT) 0.13 12 We Na BCDL 10.0 Code FBC2017/rPI2014 MabbrS Weight25311, FT=2D% LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2X4 SPN02•Excepr B7: 2z4 SP M 31 WEBS ZA SP No.3 SLIDER Left 2xe SP N02337 BRACBdG- TOP CHORD Structural wood sheathing directly applied or 3.1.1 0o purons, except end verSal& BOT CHORD Rigid calling directly applied or 6-53 oc bracing. WEBS i Row at midpt 6-16 REACTIONS. (size) 1=0-8.0 (min. 0-1.8), 12=D460 (min. 0-1-13) Max Harz 1=19B(LC 8) Max UpVMt 506(LC 8). 127-461(LC 9) Max Grdv1=1542(LC 1), 12--1542(LC 1) FORCES. (b) - Max. Comp.Mlax. Ten. -AD forlxs 250 (b) or less except when shown TOP CHORD 1-2-327011052, 2-3-318011065, 3-0=2047/959, "--29961975, 5.6=-233SM17, 6J=21291623, 74l�-21291823, M-2102/744, 9.10=1S721585 BOT CHORD 1-19=10932945, 18.19--8492583,17-18=43492583, 16-17=58821 D4, 15-16=515/1881,14-15=55911887,13.14=559/1887, 12-13-339H102 WEBS 3-19=257275, &11�-1051467. 5-17=4B511388. 6-17=186/566.7-16=320240, B-16=189/543, 8-15=-5i275, 943=461222, 10-13=1711807, 10-12=1831/570 NOTES- 1) Unbalanced roof he lads have been considered for this design 2)1Mnd: ASCE 7-10; Vul1=160mph (3•second gust) Vasd=124mph; TCDL=4.2psT BCDL=S.W, h=156; CaL IL; Exp C, End.. GCO=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater pording. 4) This truss has been designed fora 10.0 par bottom chord five load noncomatrremwith any other rive loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D b upFr t atjoim(s) except Qt�b)1=508, 12=461. LOAD CASE(S) Standard NN - p `. 3 •t3 i �<u °�F �Z ORto job cuss ruse lype Y Oaua,d laxa ta33-0A MD s,PEGAL 1 1 'on Job Reference o aoaa,cn 11um, rt relca, ram, semi w. a <, mn _�., . IDry4imnjpmNjemTO2llTywcynljv-0Dg2pjllehOreTZinOUJHdFfMD9W0YNhNwt2 P a53 123-10 1640 23." 284W 35612 423A 43-7� 463d }8'D{� 65a I 596 I r✓96 I 54e I Si-0 I 8�12 ~ 6812 +u 3oE S.00 12 5O = 2x4 II 5Y7 = 6 7 8 3x5 3X6 6 2x4 Q 4 4x5 3 4x5 G 2 1 Dead Load Dell. =114 In 31di a 9 5x5 = 516 = 10 12 13 51®= 22 21 20 19 18 17 16 15 14 4x5= 3x5= 4x6=3r5= 3x8= 3x5= 415 3x5= 515= 4x5— axlo /1 16e d Plate Offsets MY)— 11:0-1.6 FAael f1:0-3-ZO-3-01 I6'0-5-4 0-2-8] IB'0.5-0 0-2-81 fl4:0-3-6 Edgel 114:0-D-11 0-1-101 I1S:Oi-0,41-81 LOADING(psl) SPACING- 24)-0 CSL DEFL in (be) Well Ud PLATES GRIP` TCLL 20.0 Plate Grip DOL 125 TO 0.51 Vert(LL) 0.28 19 >999 240 MT20 244MOO TCDL 7.0 Lumber DOL 125 BC 0.77 VerI(C-f) -0.53 2D-22 >999 180 2 H0rz(CT) 0-18 14 nha Na BCDL 10.0 CCodeSFBBCC2p17frP12p 4 MMaatrbcS Weighl:277I1; FT=20% LUMBER - TOP CHORD 2x4 SP No2'Except' T4:2x4 SP M 31 BOT CHORD 2x4 SP M 31 'Except' BY. 2x4 SP N0.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No23.0-9 REACTIONS. (size) 1=048-D (mim0.1-8),14=04-0 (min.0,4-8) Max Herz 1=137(1-C 9) Max UpfifH=-545(LC it), 14= 591(LC 9) Max Gravt=1713(LC 1), 14--1814(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or2-e-8 oc pudins BOT CHORD Rigid ceiling directly applied or 6-0.12 co bracing. WEBS 1 Raw at midpt 948 FORCES. (lb) -Max. CompJMax Ten -Ag for 250 (lb) orlessexcept when shovm. TOP CHORD 1-2=3701/1165, 2J=3645H179, 3.4=346711050, 4-5=340711060, 5-0=27681g48, 6-7=2650/978, 74-2650fg78, 8-9=2797/948, 9.1D=-488f1060, 10-11=270=56, ll-12=28831879 BOTCHORD 1-22=11407J340, 21-22---8812981, 20.21=88112981, 19.20=63712503, 18.19=4402518, 17-18=856/3166, 1CW-- 85613166, 1&16=109213612 WEBS 3-22--254rA3, &22-841455, 5-2g--652f381, 6-20=190/565, 6-19=1431429, 7-18=317238, 8.19=133/411, 8-18=1831565, 9-18--797/434, 9-16=0/409, 10-16=4711286,10.16=16861810, 11-15--3o6/m54,12-14=1661/554,12-15=-6592420 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gusqVasd--124mph; TCDL=42psf; BCDL=S.Opst h=151Y, Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); nnblever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other Ova loads. 5) Provide mechanical Connection (try others) of truss to bearing plate capable ofVAli standing 100 lb uplift atjoint(s) except at=1b)1=545, 14--591. LOAD CASE(S) Standard - - -' L* I - �0 ORM ////�SS10WZmNG \\\\ im mss I ruse I ype y at�k� 18334DA Ass HIP 1 1 Job Reference o 0 Sgshem Truss, PL Piet, FL, 34e&i ' 8330 s W 212018 Prig s 04212018 WTek In4usrries, Uie Tm 21 1415:49=9 Pape 1 44-o IDxry46nnjpmMamTO u&lcynljwsPDD02g=WPotlIL67YpmiO.JB lUtryFK.Wm r.0 1 1 f 7-12 1900 Zi-/a 5984 3604 424a 7a-u 1 7—i4 1.40 'I �i 7a-4 4 F�T2 o4a Dead Load Dell. -3n6In 5.00 ri2 W = 20 II 5x7 = 3x5 = 2x4 11 5x5 = 318 = 5x5 = 3x6 = 203 11 1+ p 67-12 1600 2}�.0 3D80 ]9O-t 42-2a 1 7512 I 1 1 'ill IV W 41-u i Plate Offsets MY)- 111I- 10,0301 15:0-5-4,D-2-121 17:OS4,0.2AI. I11:0-2-12,0-lA,1120.2-6 0341 114:0.2.8 0341 LOADING SPACING 247-0 CSI. DEFL in Qoc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 125 TC 0.99 Vert(LL) 02213-14 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.93 Vert(CT) -0.0 13-14 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.68 Hm2(CT) 0.14 10 Na We BCDL 10.0 Code FBC2017rrP12014 Matrix-S We4ht2381b FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 24 SP No2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No-24-3-0 REACTIONS (size) 1=0-80 (min. 0-1-13). 10= 8 (min. 0.1-13) Max Horz1=183(LC 8) Max Upliltl=487(LC 8), 10=483(LC 4) Max Grev1=1642(LC 1). 10--1542(LC 1) BRACING- TOP CHORD Structural wood sheathing directly applied, except and verticals BOT CHORD Rigid ceiling directly applied or 2-2-0 oo bracing. WEBS 1 Row at midpt 3-14 FORCES (Ib) - Max CompJWIm Ten. -Ali forces 250(lb) or less except when shown. TOP CHORD 1-2=-32451990, 2.3=-316111007, 3.4=2546r877, 43=25351901, 5-6=24231960, 6-7=24231960, 7-8=21791r81, 8.9=17661573, 9-10=15131492 BOT CHORD 1-15=9732918,14-15--9732918,1314=702aM, 12-13=588/1936,11-12-505/1610 WEBS 315-W335, 314�723/424, 5-14=1141513, 5.13=123377, 6.13=446rJ36, 7-13=2721765, 842--991480, 8-11=-665315, 9.11=55911779 NOTES- 1) Unbalanced roof We loads have been considered for this design 2) Wnd: ASCE 7-10, VWt=160mph (3second gust) Vasd=124mph; TCDL=42psh BCDL=5.W, h=15ft Cat II; Exp C; Fad., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondmg. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except ")1=487, 10=483. LOAD CASE(S) Standard job runs 1russ lype ca dL 1813-M I AM SPECJAL 1 1 Job Rdenmce Lagonall 8wman lmx9, rc nm®.�L. JaYvl rtrm:w+wnare rru¢alwowa, �u ro.,c.. u..ou cu ID:ny4imnjpmNjemTOZlUjlwcynljv-sP00 tlIL67Vpmi8JEguairyfKu 8316 76-00 231-0 30.8a 35812 4038 1-7 4G8-0 ' sa-u 5.00 F,2 w = 2x411 Sx7= 4 5 s Dead load D& m 5n8 in 4x5 = 19 16 17 16 14 13 12 7x10 II 20 II Sx6 = 3' = 3XS = 3a5 = 4x5 = 4x6 = SA = 6x10 // 1J-0 a¢.dO &}16 1&da T.1d 30.80 a0.9.9 1-7 668a a sill zez 1 7�3-1 5� 1 a7a fi+o� Sae 1N Plate Offsets MY)- 11'0-0-4 Edeel 11'0.1-6Edael I4'0-5-4 0.2 121 16:( 54 0.2-61 18'13S4 0-2-81 112638 Ednel 112:0�71 0.1-10] f13'0-0-0 0.1-81 118'03-0 0301 LOADINGOMI) SPACING- 2-0-0 CSL DEFL in QW) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.98 Vert(LL) 0.31 17 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 126 BC 0.95 V rt CT) -0.59 14-16 >936 180 BCLL 0.0 Rep Stress Inv YES WB 0.91 HOrs(CT) 0.15 12 nla n/a BCDL 10.0 Code FBC2017/IPI2014 MabbcS Weight 2S2lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2'ExcepY T2.T1: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WESS 2x4 SP No.3 WEDGE Left 2x6 SP No.2 REACTIONS. (SIM) 12--0-8-0 (min. O-IA, 1=0-8.0 (min. 0.1.8) Max Haa1=122(LC 8) Max UPWH2 593(LC 5). 1�524(LC 8) Max Gw12=1814(LC 1), 1=1713(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or741-1 acbmdng. WEBS 1 Row at midpt 2.18 FORCES. (lb) - Max CbmpJMax. Ten. -Ali forces 250 (Ib) or less except when shown. TOPCHORD 1-2 372SM760.2-3=298611016,3-0=289611039,4-5=300611149. 54=300611149, 6-7=297511052, 7-9=388111247, 8-9=28941943, 9-1 O= 31401978, 10-11=4641153 BOT CHORD 1-19=102713381,18-19=102713361,17-18=7592682, 16-17=7592709, 16-16=92413089,14-15=924/30B9, 13-14--1006/1529,12-13=1621465, 11-12=1621465 t41EBS 2-19=D1346, 2-18=764)451, 4-18--1091523, 4-17=204/607, S17= 452040, 6-17=2011570, 6-16=1661579, 7-16=5421367, 7-14=2281622, 8.14=159266, B-13=15741395, 9-13=28411027,10-12=15901600, 10.13=-7312389 NOTES- 1) Unbalanced roof five loads have been considered forthis design. 2) NMd: ASCE 7-10; Vu1l=lSOmph (3semnd gust) Vasd=124mph; TCDL=42W. BCDL=S.Opsf; h=16ft CaL II; Exp C; Fnd., GCpi=0.18; MWFRS (envelope); Cantilever left and right exposed; Lumber DOL=1.00 plate gdp DOLh.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard five load nonnmmnentwith any other five loads. 5) Provide medhanical connection (by others) of truss to bearing plate capable of wthstanding 100 to uplift atjoint(s) except glob) 12=593, 1=524. LOAD CASE(S) Standard `NNVXGEN J 60 1 __ S TE� trusslype 0a lion 1aiLDA ASB MP 10ty Fir 1 1 Job Reterenrc o a 6aWien TnM, K Pierm, FL. 3495 Rrm:fi23a6 OC212e19 PmR fi230c OG112a18 A5Tek 4K 21 t4:15502a19 PeDe1 IDary4imn)PA TOYUUi. diWCa h-Y;4GNtnCUvpXnM2KusWdWTnrgb7uRJMN v4a 1 ]46 1400 19118 ]b&� 32a-0 a&fa 4936 1-B 68-1 1-e 41-0 U.ta Dead Laed Dee.= 6116 in 516 = 3c4= M'= 3x4= 5_ axs 2A 11 41B= 3x4= 41S 34= 34= 2411 LOADINGW SPACING- 241-0 CSL DEFL in OW) Udell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.90 Ved(LL) 027 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.B4 Vert(CT) -0.5216.17 >984 180 BCLL 0.0 Rep Stress Ina YES NB 0.74 Horz(CT) 0.16 11 We Na BCDL 10.0 Code FBC2017frPl2D14 MahixS Vftht2371b FT=20% LUMBER- BRACING - TOP CHORD 20 SP No2 TOP CHORD Structural wood sheathing direr ly applied, except end veNeais. BOT CHORD 20 SP No2'Except' BOT CHORD Rigid ceiling direly applied or 5-10-7 oc bracing. B2: 2x4 SP M 31 WEBS 1 Row at midpt S-17, 7-13 WEBS 2x4 SP No.3 SLIDER Leo 2x6 SP NO-2 3-7.14 REACTIONS. (size) 1=0-8-0 (min.0.1-14),11-Mechanicai Max Hors 1=155(LC 8) Max UpMH=498(LC 6), 11=518(1-C 4) Max GraV1=1581(LC 1), 11=1581 (LC 1) FORCES. (lb) - Max CO. MP AAax Ten. -AD forces 250 Ob) or less except when slwvm. TOP CHORD 1-2=3385f1092, 2-1=-MOM 108, 3-0=281011020, 4-5=25471982, 5-6=2B61/1111, 6.7--286111111, 7-8--21691856, 8-9--24D6/883, 9-10=2020106, 1611=1642/528 BOT CHORD 1-18=100613049,17-18=10D6/JD49, 16.17=10062875,15.16>10062875, 14-15--9592736,-13314=8592736.-12-13=60S11839 WEBS 3-18==74, 3.17=5831365, 4-17=1971742, 617= 602261, 7-15=221326, 7-13=.8911373, 8-13=1431593, 9-13=1011475, 9-12---611291, 10.12---64111938 NOTES- 1) Unbalanced roof We loads have been considered fortids design 2) Wind: ASCE 7-10; Vu1t=160mph (Ssecond gust) Vasd--124mph; TCDL=4.2psf; BCDL=5.Dpsf; tF15fk Cat It Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcu entwith any other five loads. 5) Refer to gudo(s) for truss to truss connections 6) Provide mechanical connection (by others) of truss to bearing plate capable of wignuandmg 100 to up110 atjoings) except QI=lb)1=198, 11=518. LOAD CASE(S) Standard . �\GENgF.������ 6VU(11 1* �M A��.. s fol NA I mss ypa azo oa�w L Pcuss 1833-0A ABD SPECIAL 1 , 'ml Job Reference swmvn i run. rr. n ram, x i W_ 2x4 II 3x6 = 3,5 = SO = Dead Load Ddl- 5n6 in 4x6= 20 ,9 "' 17 16 - 14 13 bin= 7x10 II 2x411 US=4xs= 310= 3x5= 315= 34= 4X6= 4x6 = 1-0-0 789 14-0-0 203-0 26b,2 323-0 3 1, 8 IM 48-Or9 1 :n zze F ezv 1 �u 6-t:a I 6..44 P I I 7� Plate Offsets M IU:F-1 Edgel 11'0-0.14 Eddel 13'0$4 0-24g [7:0,-4 0-2121 112'032,0301 112:133 FAael LOADING(psf) SPACING- 240.0 CSL DEFL in Om) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.90 Vert(LL) 0A1 16-17 >999- 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.99 Verl(CT) -0.70 16.17 >812 180 BCLL 0.0 Rep Suess Ina YES WB 0.70 Hors(CT) 022 12 n1a Na BCDL 10.0 Code FBC2017RP12014 MabbcS Weight 2641b FT=20% LUMBER - TOP CHORD 2x4 SP NO2 -Except' T1: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 -Except' B2 2x4 SP Nc2 WEBS 2x45P No.3 WEDGE Left 2x6 SP No2 SLIDER Right 2xe SP No22-3-1 REACTIONS (size) 12=0-8-0 (min. D-1.8), 1--0-" (min. 0-13) Max Horst=107(LC 9) Max Uprdn2-564(LC 5),1=-SW(LC 5) Max Gravl 27-1751 (LC 1). 1=1751(LC 1) BRACING - TOP CHORD Structural wood sheathing directy applied or 2-2-0 oc purlins BOT CHORD Rigid ceiling directly applied or 53.2 oc bracing. WEBS 1 Row at midpt 6-17 FORCES. (lb) - Max CompJMax. Ten. - A9 forces 250 (lb) orless except when sham. TOP CHORD 1-2-64311261, 25=323g11172, 34=347611350, 4-5=3476/1350, 6-8=347611350, 6-7=352811368, 7-8=338311227, 8-9=-339511169, 9-10=364511224, 10-11=-374811274, 11-12 380.7/1267 BOT CHORD 1-20=1094/3470,19.20=109413470,18-19=9052928,17-19=9052828, UA7=11572528,15-16=95MCB6,14-15=959/3088,13-14=1188/3746, 12-13=1'1131d416 WEBS 2-2D=QW1, 2-19-6201377, 3-19=1021442, 317=3201875, 4-17=352264, 6.16=-396247, 7-16=272/757, 7-14=141/554, 8.14=790/386, 8-13=11 DDf461, 9.13=-399I1238 NOTES- 1) Unbalanced roof &a loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3semnd gust) Vasd=124mph; TCDL=4.2psf; BCDL=SAps ,, h=15ft CaL It Fxp C; Encl., GCpK.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondng. 4) This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrent with any other five loads 5) Provide mechanical connection (by others) of truss to bearing plate capable of vAthstanding 100 to uplift atjoiot(s) except W-4b)12--554, LOAD CASE(S) Standard \N�\QQ..�.i"�• E ECG N$�N����ii /PH60 / N 910NIALiENG \\ (a nlss I mss lype MY a tare leis-DA VA HIP jPIY 1 i Job Referenm o 'on aoumonh ,Hued, ram,.a Dead Load Den. -318 in s mH1J SO = 2x4 II 3hdt = 3h® _ A 5 7 ad = A -- -- -- 17 -- -- 14 -- 4x5 = 2x4 11 3X5 - 415 = 3xs = 2A 11 5,6 wg= 3X8 2x4 11 -!1—h 0-0 t7-12 12-0-0 i&7.4 270.12 3{AO 40.04 45-0.0 7_•a 7_Y1 1 zu 1 7_71 1 c.. I v_1a I Plate Offsets MY)- 11:032,03-01. 11:0.7-B,Edge) f4:0-5-4.42-121 it 7:0-4-0.0-0-51 116:0.2.80.1-81 LOADING(psf) SPACING- 2.0-0 CSL DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.57 Vwt(LL) 0Al 15-16 >999 240 MT20- 244/190 TCDL 7.0 Lumber DOL 125 SC 0.94 Vert(CT) -0.71 15-16 >767 180 BCLL 0.0 Rep Stress Ird7 YES WB 0.66 Hom(CT) 024. 11 ' rda n/a BCDL 10.0 Code FBC2017JTP12014 MatrixS Weight246lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31-Exoepr TV 20 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SPNo23.2-0, Right 2x6 SP No23b7 REACTIONS. (sae). 1=D-8.0 (min. 0-2-0), 11=048.0 (min. 0.2-0) Max Hm1=92(LC 11) Max UpfdH=S55(LC 5), 11=559(LC 4) Max Gm1=1677(LC1),11=1677(LC1) . BRACING - TOP CHORD SbucWrW wood sheathing directly applied or 248-8 m pur0ns. BOT CHORD Rigid calling directly applied or 2-2-0 oe bracing. WMIS 1 Row at midpt 7-16.7-13 FORCES. (lb) -Max. Comp)Max. Ten. -All forces 250(Ib) orless except when shown. TOP CHORD 1-2�3640H232, 2J=3555I1246, 3-0=321011197, 4-5=3754/1498, 56=375411498, 6.7=-3754/1498, 7-6=-283811112, "-�07817157, 31(1=-326311144, 10-11=333711134 BOTCHORD 1-19=108=281,18.19=1082f3281,17-18=9571J924,16-17=9572924, 1516=130213713,14-15=1302f3713,13-14=13D213713,12-13=-9622927, 11-12-9622927 WEBS 3.18--418289, 4-18=-691396, 4-16=135/1113, 576-431/325, 7-15=0/300, 7-13=11611455, 8-13=213/796 NOTES- 1) Unbalanced roof five loads have been considered fort his design. 2) Wind: ASCE 7-10; VuIt=160mph (3,semnd gusl) Vasd=124mph; TCDL=42pst BCDL=5.Opst IF15% Cat 11; Fxp C; Encl.. GCpk0.18; MWFRS (envelope); cantlever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondmg. 4) This bm has been designed for a 10.0 psf bottom chord Me load nonoonarterdwith any other We loads. 5) Provide medmxxd connection (by others) of truss to bearing plate capable of withstanding 100 m uprd atjoint(s) except (t4b)1=555, 11=559. LOAD CASE(S) Standard g �' P 60 1 �7 - ` 3 •L3•i`� ' � Oo•:cCORiD : Zl�N 1l job � I WWI ype Y oe8am take 11333DA Ago SPEDIAL I 1 1 Job Reference o saar,rn� ,Nsc, rt rwm, ram, scar ..,. ID:ny4imnjpmNlBmTOZJUjIw�ynljvmVARIdAx�EV�mgSX20vGt6J6mIMw773FMZzdzivGM 37-7A BS2 t24)0 179.7., I 7.58 I34-0 1$ Zd %164 P46Od 5G2 21 2x4 It Sxe = 4 20 3x5 = 19 416 = 2A II 5 3x6 = 3x8 = 7 5x5 = 5X5 _ bt4 9 10 16 15 3.2 = 4x8 Mf28HS= LOADING (PSI) SPACING- 2-OA I CSI. I DEFL in poc) Edell IJd TCLL 20.0 Plate Grip DOL 125 TC 0.75 Vert(LL) 0.45 17-18 >999 240 TCDL 7.0 Lumber DOL 125 SC 0.87 Vert(CT) -0.75 17-18 >755 180 BCLL 0.0 Rep Stress Ina YES WB 0.73 Horz(C) 0.23 13 Na We BCDL 10.0 Cade FBC2017nTM14 Mah&S LUMBER- BRACING - TOP CHORD 20 SP No2 *Except* TOP CHORD T2,T3: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP M 31-Excepr WEBS Bl: 2x4 SP No.2 WEBS 2x4 SP N0.3 SLIDER Left 2x6 SP No2 3.0-10, Right 2x6 SP NO2 2,6-6 REACTIONS. (size) 1=D-8-0 (min. 0.2-1), 13-0-e-0 (MIM C-1-8) Max Ho¢1=92(LC 10) Max Upld11=-583(LC 5). 13-=. 79(LC 6) Max G2v1=1751(LC 1), 13=1751(LC 1) FORCES. pb) -Max CbmpJMax. Ten. -Ali forces 250 Qb) or leas exceptwhen shown. TOP CHORD 1-2--3830/1302, 2.3=3nall316, 3-0=340oH267, 44-- 4034/1605, 5-6--4034/1605, 6.7=-44134/16053 7-8=-3328/1299, 8.9--354211359, 9-10=-325411208, 10-11=-352611263, 11-12---3738H359,12-13=.3797N351 BOT CHORD 1-21=l l4873455, 2(-21=1148/3455,1620=102313097,18.19--102313097, 17-18--1451/4108,18-17=1451/4108,15-16=145114108, 14-15=114713468. 13.14=118813419 VdM 3-20=415291, 4.20=-621394, 4-18=48GH238, 6.18=-4291324, 7-17=f313, 7-15=10711408, &15=294H014, 8-15=4491197, 0-14=-8321J66,10-14=-32411037, 14 3X _ Deed toad Dell. - 341 In 5x6 = 416= PLATES GRIP MT20 2441190 MT20HS 187/143 Weighl:265lb FT=20% Structural wood sheathing directly applied or 2-2-0 oc purrim Rigid ceiling directly applied or 5S1 od bracing. 1 Row at midpt 7.18, 7-15 NOTES- 1) Unbalanced root five loads have been considered for this design. 2) VAnd: ASCE 7-10; Vuit=l60mph (3-second gust) Vasd=124mph; TCDL=42W,, BCDL=S.Opst h=151t Cat 11; Exp C; End, GCpF0.18; MWFRS (envelope); candrever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Ali plates are MT20 plates unless otherwise indicated. 5) This thus has been designed for a 10.0 psf bottom chord live load nonaircunentwith any other Eve loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1OD lb uplift atjoint(s) except Qt=lb)1.583, 13=579. LOAD CASE(S) Standard — a� - i CENg�.`��/ice -1 _- �IS.t__..S ATE - ��'o�3'i3'� cuss 1cuss Iwo y laze . 1931-aA M HIP 1 1 Job Retemir< aouman ..,I Harm• ram,. ii Dead Load Deft.- 318 in 5.00 72 5x7 = 2x4 II 3x8 = 31di = 2x4 II 4 5, fi 7 8� 9 pp-,- 'I �'� �fflp FINVIM �5 5xe = 19 1817 16 1514 13 5X8 _ 4x5 = 3x5 = 416 = 2x4 II 3x8 = 315 = 4x5 = 3x9 = 4x6 = 1 1041-0 1 164-14 1_ 23+0 1 28-11-2 i 38A-0 I 45-8-0 4B8A 3� Plate Offsets g Y)- f1'032,9-3-01 r7'0-1-8 Edgel M'OS4 42 121 19:0.5-0 0-2 121 112'0-12.63-07 (121-3-11 Edoel 115:1 -1-8 0-1-81 f1T9-3-0D-1-61 LOADING(psf) SPACING- 24)-0 CSI. DEFL in Qoc) Odell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.47 Vert(U) 0.50 16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.47 Vert(CT) -0.8016-17 >692 180 BCLL 0.0 Rep Stress Ina YES WB 0.72 Hoa(CT) 020 12 n1a Na BCDL 10.0 Code FBC2D17/TPI2014 MatbrS Weight 242lb FT-20% LUMBER - TOP CHORD 2x4 SP No2 *Except' T2,T3: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No-2 2 7S, Right 2xe SP No.2 2-7-5 REACTIONS (sae) I=0." (min. 0-1-8). 12=0-8-0 (min. D-1.8) Mmr Hmz1=76(LC 8) , Max Uplittl=.589(LC 5), 12--589(LC4) Max Grav1=1702(LC 1), 12=1702(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9.8 0o pur ins. BOT CHORD Milid ceiling direly applied or 511.4 oc bracing. FORCES. (lb) - Max. Comp. Max. Ten. -AB forces 250 (1b) or less except when shwm. TOP CHORD 14--368911354, 24=-MIS11370, 34=-143011292, 45=4323H750, 54=432311750, 67=432311750, 7.8=-032311750, 8-9=-432311750, 9-10=.343011292, 10-I I=-W1511370, 11-12-�66911354 BOT CHORD 1-19=119M3D6,18-19=1071/3146,17-18=107113146, l6-17=174514701, 15-16?174514701, 14-15=1D66f3146,13.14=10S813148,12-13=119513306 WEBS 3.19=194274, 4-19=291374, 4-17=-62511471, &17=385=3, 6-17=5=76. 6-16=01282, 6-15=522/176, 8.15�85293, 9.15=-82511471, 9-13=-301374, 10-13=194275 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vutt=160mph (3secand gust) Vasd=124mph; TCDL=42pst; BCDL=5.0psh h--151t Cat IV, Exp C; End., GCpi=MlB; MWFRS.(envelope); cantilever left and right exposed ; 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 pst bottom chord live load noncorcu mtwith any other rive loads 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except (Q=1h)1=589. 12=589. LOAD CASE(S) Standard -- \\\�\i_1J\M --- 13 oTruss nos type take ta?3-oA MG Irw MP 1 2 Jab Refer w o Tek I TtM Fe521 t415'S32o1B 1 6eW,em rusg,RPigrra, ,3ga51 D7W4 OJPMN!1a Penta330an[i 1kB 18Mt tr Papg IDTry4imnjpmNj9mTO2JUjbucynljwld3mcs0)RTDeykEYlaz4U_hyikwgPgp9iNdDY1 WnvGK diE aQ0 14R-10 2039 28a7 32.i80 6 3512-1-10 46&0 4a4i 3510 62.10 6814 B414 6 14 62-f0 3d-t0 4S6 ii 5.00 12 66 = Dead Lead Deb.-SM61n 2x411 418= 5fdi= 2x4 It 4x4= 64= 22 23 5 ,&4 25 6 26 Z77 26 8 29 30M 9 31 32 1D 2x19 5xa = 21 20 33 34 19 35 18 17 15 14 38 37 39 39 18 40 41 5rB = 3, 2x4 II 33M = Us = 3x5 = 4x6 = 416= - 4x12 MT20HS= 4x10 MT20HS= 4h:9 tag ? a-0 6Pe 142-16 21Sg aa80 W 48-47 9Z68 _ ga-e.o 4560 , 13d1�1 sat5-lea I- ta�l� sztg gwg tAa Plate Offsets (X,YI-11'032,030111'0-0.14Edge1 f4'93-464-01 Mo:o440-0-01 M3'0320-3-01 13'133E0ge1115:0-2-00-1A1117:0-2-00-1$,(20:03U.0-2431 LOADING(Psf) SPACING- 240-0 CSL DEFL In Voc) I/deff Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.67 Vert(LL) 0.65 17-18 >647 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.70 Vert(CT) I .120 17-18 >459 180 MT20HS 1871143 BCLL 0.0 Rep Stress Inv NO VJB 0.82 Hmz(CT) 025 13 We We BCDL 10.0 Code FBC2017/TP12014 MatrixS Weight 525 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No2'ExcepC TOP CHORD Structural wood sheathing directly applied or 3-0.13 oc pudins. T2,T3: 2x6 SP No2 BOT CHORD Rigid caging directly applied or 6.10.14 oe bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.22-0-1, Right 2x6 SP No.22-0.1 REACTIONS. (size) 1=-8-0 (min. 0-1-8). 13=0.8-0 (min. 0.1.8) Max Hom1=-00(LC 11) Max UpdH=1531(LC.5), 13=1531(LC 4) Max Gmvl=3348(LC 1), 13=3348(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -AD forces 250 (lb) or less except when shown. TOP CHORD 1-2=755913553, 2J=7505r3557, 3-0=768913660, 4-22=1089515257, 22-23=1089615257, 5-23=1089715258, 5.24=1089615256, 24-25=1089615256, - 6-25=1089615256, 6-26=1Z74516132, 26-27=1274516132, 7-27=1274516132, 7-28=12745/6132, B-28=12745/6132, 8-29=1274516132, 29.30=1Z74516132, 930=1274516132, 931=10889/5256, 31.32=1088615256, 10J2=10887/5255, 10-11�768013661,11-12-75051d557, 12-13=7559/3552 BOT CHORD 1-21=318416814, 21-'3=3308/7136, 33-34=33D817136, 20.34-3306/7136, 19-20�6011/12731, 18-35=-6011H2731,18J5=6011/12731, 1636=-6011112731, 38-37=-6011/12731,37-38=.6DllM2731,17.38=-6011/12731,17.39=5134I10888, 16-39=5134110888,15-16=5134H 0888, 154*=-3364/7137, 40-41=3304/7137, 14-41=-330417137,13.14=-31S216814 WE_SS 3-21=2381530, 4-21=01479, 4-20=2080/4308, 5-20=7381630, 6-20=21231994, 6-18--0/519, 8-17=704/614, 9.17=9992148, 9.15=175011104, 10-15=2078/4288, 10-14=01480,11-14=2391532 NOTES- 1) 2-py truss to be connected togetherwtth 10d (0.131"M nails asfollows: Top chords connected as follows: 20 -1 row at 0-M oo, 2x6 -2 rows staggered at 0-9-0 tic Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oa Webs connected. as follows: 2x4 -1 row at 0-9-0 am re 2) All loads aconsidered equa0y applied to a0 plies, except ft noted as frond (F) or back (B) face in the LOAD CASE(S) section. Ply to py connections have been provided to bute mily loads noted m (F) or (B), unless otherwise roof Indicated. )vee ubce-n�s4VInd:ASC7-10��ft athis2mh;TCD�L= tF1Rt II: Exp C; End, GCp0.1 \\�\\4Q\\P\\\X� G cantilever 160grip OiNF� 5) Provide adequate drainage to prevent water pending. 6) Ali plates are MT20 plates unless otherwise indicated. _ ( P :60i- 7) This truss has been designed for a 10.0 psf bottom chord live Icad nonconcunent with any other live loads. I 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 m uplift atjoint(s) except 1)al I/4 13--1531. _ ... _ _ _ _ _ _ -,3-A Continued on page ���� 3•i3� (C1�� NOTES 8) Hanger(s) or other connection device(s) shall be provided suf5dem to support concentrated load(s) 222 m down and 281 lb up at 8=0.0, 107 lb down and 150 lb up at 10-0.12, 107Ib down and 1501 up a412.0-12, 107 @ down and 150 lb up at 14-IMZ 107 to down and 150 lb up at 16-0.12, 107 lb down and 150 lb up at 18�12, 107 Ih dawn and 15o Ib up at 20.0.12, 107 to down and 150 to up at 22.0.12, 107 @ down and 150 lb up at 234-0. 107 Ib down and 150 lb up at 24-74, 107 lb down and 150 lb up at 26.7-0, 107 to down and 150 lb up at 28-74, 107 to down and 150 la up at 30-74.107 to down and 150 lb up at 32-74,10713 down and 150 to up at 30-74, and 1071b down and 150 lb up at 367.4, and 222lb down and 281 lb up at 3841-0 on top chord, and 268 @ down and 11711b up at B". 80 lb down at 10-0-12, 80 lb down at 12-0-12, 80 lb doom at 140-12, 80 Ib down'at 16*0.12, 80 lb down at 18-0-12, 80 m down at 20-0-IZ 8D lb down at 22-0-12, 80 lb dam at 234.0, 8D lb down at 24-74. 80 lb down at 2674, 801b down at 28-74. 80 lb down at 30.74, 80 lb down at 32-74. 80 lb down at 34-74, and 80 to down at 3644, and 268 lb dawn and 117 lb up at 38-74 on bottom chord. The designlselection of such connection devioe(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=125 Uni = Loads (ph) Vert: 1-4=54, 4-1 r ,10.13=5t,1-13=20 Concentrated Loads lib) Vert 4=F)= 175(101i5(F)19=-Mn 21=268(l 2g=-54(F) 5--107(F) 6=107(F) 18=.51(F) 8=107(F)17=-54(F) 8=107T) 15=-M(F)14=268(n 16=,WF7 22-107(F) 23=107(F) 24=107(F) 25=107(F) 26=107(F) 27=107(F) 28=107(F) 29=107(F) 30=107(F) 31=107(F) 32=107(F) 33--54(F) 34=54(F) 35=54(F) 36=54n 37= M(F) 38=-54(F) 39'-54(F) 40=.54(F) 41=-4(Fj \`\`M fIIj/// ��t -S %�'o Job Iruss Irum lype d � 1833-DA AIDD HIP 1 1 ' hb Referenced �owwm puss, n rum, n., arum Drad Load De6.=7/161n 5.m 12 5X8 = 2x411 318 = 316 = 2x4 II 54 _ 4 5 fi 7 firs 9 PP i !J 5>4L= 19 18 17 18 15 74 13 5x9= 416 — 3x5 = 416 = 2x4 ll Us = 3x5 = 416 = 34 = 4r6 = 1" 10" 17b16 246-0 3D.N 38-0-0 47.0-0 484F8 I I f— H znu I wnn -0.o Plate Offsets M 11 032,0301 f1 0�14 Edpel fb•0512.0-2-81 19 0512,0-2-81 i120-3.2,0.301, f121-3-3 Etlpel 115'0-2-0 0-1-81 M7.0-3-6 0.1.87 LOADING(psf) SPACING- 2-M CSL DEFL in (too) Vdefl Lid PLATES GRIP TCLL 20.0 PlatedripDOL 1.25 TC 0.52 Vert(LL) 0.55 16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.50 Vert(CT) -0.89 16-17 >642 180 BCLL 0.0 Rep Stress lna YES WS 0.83 Hom(CT) 022 12 We Na BCDL 10.0 - Code FBC2017/rP12014 MalrixS Weight 2471b FT = 20% LUMBER - TOP CHORD 2x4 SP No2 -Excepr T2,T3: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP N0.3 SLIDER Left 2xe SP No2 2-7-5. Right 2xS SP No22-7-5 REACTIONS. (size) 1=D-8-0 (min. 0-1-8), 12=08-0 (min. 0-1-8) Max Hom1=76(LC B) Max Uprdt1=-10(LC 5), 12--61o(LC 4) Max Grav1=1751(LC 1), 12=1751(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 241-15 0o pudms. BOT CHORD Rigid cemng drediy applied or 5-9-0 as bracing. FORCES. (lb) -Max. Comp.Mlax. Ten. -Ali forces 250 (Ih) or less except when shown. TOP CHORD 1-2�3788M403, 2-3=373411419, 34=-355511344, 4-5= 11851, 5-8=456411851, 6-7=-4564/1851.7.8=-0584I7851, B-9-�564111961, 9-10=355511344, 10-11=3734M419, 11-12-378BM403 BOTCHORD 1-18=124313414,18.19=1119/3262,17-18=1119/3262, 16-17=1861/4979, 15.16=1861/4979,14.15=1116/d282, 13-14=1116f3262, 12-13=1240/3414 WEBS 3.19=1a5272.4-19=281375.4-17=678/1590.5-17=-4051308,&17=,560i192, &16=293, &15=-560M92, &16=41151308, 9-15-87811599, &13=28/d75, 10.13=185272 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) VNnd: ASCE 7.10: Vint=160mph (3-second gust) Vasd--124mph; TCDL=4 2W SCDL=5.0pst. h=151k Cat II; Exp C; End., GCP".t8; Mih1FRS (envelope); canh7ever left and right exposed; 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 noncencurrentwith any other five loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of wit standing 100 Ib uplift atjohd(s) except (it=tb)1=610, 12=810. LOAD CASES) Standard / 60 1 — — o SrATE ` - 3•(3•i /4v� RCORIV r� Job Pum I nox; lype Lake 16330A A11DD HIP 1 2 Job Refere,h®o .� ii ID:nygimnjpmNemTO2lUjjwrynijv�9ahH6Ih2MzY4ShM6yJJ61pBKKg58aJ86OzivGl 4476 aO0 2Dg.t5 40-0-0 43St0 4600 bb6 3570 14414 27*.2-t 3362 14 "26-0d 6574 3St0 44i-B 5.00 12 axe 4 Dead Load Deft a 518 N 414= 4x4= ,,A 2x411 4x4= W= 624,* 26 276 2a 7 29 8 30 31 3Y 933 34 35 t0 1p ShB = 21 36 37 20 d9 39 4018 41 42 43 1744 45 16 15 46 47 48 t4 a,m - 4A = 3x5 = 4x10 MI20HS= 3x5 = Us = 3{7 = 3x5 4x6 30 = 4x10 MMHS= tda 4B6a IAC BOO S=o-SI sea I 1s4s5u 5 IM IM I u I az Z847Aa owe Plate Offsets (X Y)- 11:032,0301 1110-0-14 Edge1 K034 0-0-07 110:034 0-0-07 1131032.0-3-01 [13:1J3 Ed9e1 115:030 0.1A1 f20:030 0-1-81 LOADING04 SPACING- 2-0-0 CSL DEFL- in poC) Ildell L/d PLATES GRI? TCLL 20.0 Plate Grip DOL 125 TC 0.69 Ved(LL) 0.92 17-18 >618 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.71 Vert(CT) -129 17-18 >440 180 MT20HS 187/143 BCLL 0.0 Rep Stress Inc NO WB 0.86 Horz(CT) 026 13 n1a n/a BCDL 10.0 Code FBC2017/fP12014 MataS Weight 5391b FT=20% LUMBER - TOP CHORD 2K4 SP NO2 -Except T2 24 SP No2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No22-0-1. Right 2x6 SP N022-0-1 REACTION& (size) 1=G-8-0 (min. 0-1-9), 13=0-0-0 (min. D-1A) Max Horc1=60(LC 9) Max Uprdtl=1550(LC 5),13=1553(LC 4) Max Grav1=3395(LC 1), 13=3401(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-0 oC pu ns. BOT CHORD Rigid calling directly applied or 6.10-0 oc bracing. FORCES. (lb) -Max. CompJMax. Ten. - A0 forces 250 (Ib) or less mrcaptwhen shovm. TOP CHORD 1.2=7669/3596, 23=7615=01, 34--7810I3709, 4-22=11219I6400, 22-23=1122015401, 2324=11221/5401, 5-24=11222I5402, 5-25=13083/8275, 25.26=1308816275, 2rr27=1308316275, 6-27=13083/a275, 6-28-1309V6276, 7-28=1309216276, 7-29=130 =76, 8-29=1309216276, 0-30=130921B276, 3031=13092/8276, 3132=13092/6276, 932=130VJ6276, 933=11230/5407, 3334=11229/5406, 34-35=11228/5406,10.35=11227/5405, 10.11=762613716, 11-12=7629/36n6,12-13=761=16D4 BOT CHORD 1.21=.3224/6913, 2136=435217248, 3637=-3M2/7248, 3738=3352f7248, 2036=335217248, 19-20--52a2111220,19-39=-5282111220, 39.40=-5282/11220, 1840=52a2M 1220, 1841=-6157/l30a3, 41-42-6157/13083, 4243=6157/13083, 17-43=-6157/13083,17.44=5284/11227,4445=-5284/11227,16-45=5284111227, 15.16=5284M M7, 1546=&W/7262, 4647=3357/7262, 4748=3367f7262, 14.48- 3357/7262, 13-14=322816925 WEBS 3-21=2381545, 4-21=0/485, 4-20=2171/4508, 5-20=175B/1124, 5-18=98612135, 6.18=691/587, 8-17=376158.5, 9.17=983036, 945=1757/1123, 10-15=2168/4500, 10-14=01489,11-14=2391547 NOTES- 1)2-ply buss to be connected together with 10d (0.13Px3")nags as follows: Top chords connected as fo0ows: 20 -1 row at 0-9-0 00, 2x6 -2 rms staggered at O-M x Bottom chords connected as follows 2x4 -1 cow at o-9-0 oaWebsco 2) AD loadss a`eeconsidered ua0yy applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (13), unless othertvLse indicated. \\ 3) Unbalanced root Me loads have been considered for this design. �\ �/ �GENg 4) Wind: ASCE 7-10; VWt=160mph (3-second Oust) Vas&124mph; TCDL�.2psf; BCDL=5.0pst h=1511; Cat It Exp C; End., GCpr=0.1$ j MWFRS(envelope); cantilever left and dghtexposed; Lumber DOL--1.60 plate grip DOL=1.60 / 60 5) Provide adequate drainage to preventwater ponding. I 6) AO plates are MT20 plates unless otherwise indicated. It_- . 7) Thistruss has been designed for a 10.0 psf bottom chord rive load nonconarrrent with any other Welcads. I - - - - - -. p L _. Continued on page 2 ..S•G •� 4[/�� ORI� /�NAL TrussJob Iruss lype OeWeM a M3-DA A11DG HIP i 2 Job Reference a Mal souutem runs. Piera,FL.34a5t - tuc 6730a I21zot61aCp1t1Pek9 i �d0nvGi1D:ny4m)pmN&rT021UM�ilhH6rM4SIMe NOTES- 8) Provide medlaniW connection (by others) of truss to bearing plate capable of wi tistanding 100 m uplift atpud(s) except ")1=1550,13=1553. 9) Nanger(s) or other connection devices) shag be provided sufidentto support concentrated loads) 222lb dcwn wd 281 m up at 8410, 107Ib down and 15016 up at 104.12, 107 lb dawn and 150 to up at 12-0-12, 107 lbdown and 150 lb up at 14-D-12, 107 Ib dawn and 1501b up at 16-0-12, 107 lb down and 150 lb up at 18b12, 107 lbdown and 150 m up at 20-0.12,107Ibdawn and 1601b up at 22-0-12,107 @ down and 150lb up at 24.0-12,107 m down and 1501b up at 26-D•12,107 m do n and 1501b up at 28-0-12,107 down and 1501b up at 30b12,107 lb down and 1501b up at 32�12,107 lb down end 1501b up at 34 G-IZ 107 lb dawn and 150 Ib up at 36-D-12, and 107 lb down and 150 m up at 3840-12, and 222Ib down and 281 lb up at 40-0.0 on lop chord, and 268 b ci w and 117 m up at 8.0-0, 80 lb down at 1 D-0-12. 80 to down at 12.0-12, 80 Ib down at 14-0-12, 80 lb down at 16.042, 80 lb down at 16-412, 80 fo down at 20b12, 80 lb dawn at 22.0-12, 80 lb down at 24.0-12, 80 lb dam at 26b1Z 80 lb dawn at 28-0-12, 80 to down at 30.0-IZ 80lb down at 324.12, 80 lb dawn at 34b12, 80 lb down at 36-0-12, and 80 lb down at 38.0-12, and 268to down and 117lb up at 39-1IA on bottom chord. The design/selection of such connection dewice(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Incease=125 Uniform Loads(pU) Vert 14=-54, 4-10=54, 10-13=54,1-13=20 Concentrated Loads (ib) Vert 4=175(B) 7=1 D7(B)10=175(B)19=54(B) 21=268(B)14=2stlp) 16=54(B) 22=107(B) 23--107(B) 24=107(B) 25=107(B) 26=107(13) 27=107(8) 28=107(B) 2a--107(B) 30=107(8) 31=107(B) 32=107(B) 33--107(B) 34=107(B) 35--107(B) 36=54(B) 37=.54(B) 38=-54(B) 39=.54(B) 40=54(B)41=54(B) 42754(B) 43=54(B) 44=54(B) 45=-54(B) 46=54(B) 47=-54(B) 46=54(8) met �\i• ENgF.`��/�� 60 1 L* I 1 -0 1 SATE 5, 0 im ncs IFUSS rpe 1H534)A = LIONOTRU.% 1 1 'on Job Rdercae o ID:ny4imnlPmMBmTOZ1UjlwrynFp•g7JhH61h7MzY45hM6yJ61XvldJzlyve 186NrivGl LOADING( I SPACING- 2-0-0 I CSI. I DEFL in Oco) Well Ud I PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.13 Vent(LL) -moo 5 >999 240 MT20 244/190 TCDL 7.0, Lumber DOL 125 BC 0.12 Ved(CT) 0.00 4-5 >I199 180 BCLL 0.0Rep Stress Ina YES VB 0.04 Ho¢(Cf) -0.01 3 Na Na BCDL 10.0 Code FBC2017/rP12014 Matra-P Weight 10 lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP No2 TOP CHORD Structural wood sheathing directly applied or3.2-13 oc purrns. BOT CHORD Zx4 SP No2 BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3= Mechanist, 4=MedhaNral, 6=0-11.5 (min. 0-1-e) Max H=5=48(LC 4) Max UprdL4=20(LC 3), 4=29(LC 1). 5=201(LC 4) Max Grav3=5(LC 4), 4=36(LC 4), 5=276(LC 1) FORCES. (Ib) - Max CompJMax Ten. -Ali forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-t0; Vutt=l6omph (3-semnd gust) Vasd=124mph; TCDL=42psf; BCDL=5.OpsF, h=15ft CaL Il; Fxp C; End., GCph--0.18; MWFRS (envelope); cantilever left and right ehgosed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcu entwith any other 8ve loads 3) Referto girder(s) for truss to truss connections 4) Provide mechanical connection (by others) of truss to bearing plate capableofwithstanding 100 lb uplift at)oim(s) 3.4 except (jt 4b) 5=201. LOAD CASE(S) Standard jw nrss I ruse type Y 1831-0A C14 JACK jctaklmdrain 2 1 Job Rdererice o rn 6nabam Truss, FL P*=, FL, 3435.1 14d 3A8 5$e 1EN 1 2-" l 1-314 Plate Offsets OLY1- 120-0-8,0.1-12j, r6:0.1-10,1-B6j, I6:0-0-0,0.1-721 LOADING(pSo SPACING- 2.0-0 est. DEFL in Qoc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(U) -0.00 5-0 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.00 56 >898 180 BCLL 0.0 Rep Stress Ina NO WB 0.04 Horz(CT) -0.01 3 n/a nla BCDL 10.0 Code FBC2017ITPLM14 Mabbr-P Weight 17 to FT =.20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except Qt=4ength) 6=0-11.5, 5=0115. Qb)- Max HorzG81(LC4) Max Uplift All uplift 100 lb or less stjoint(s) 3,5 except 6=192(LC 4) Max Gmv All reactions 250 lb or less at joint(s) 3, 4, 5 except 6-y59(LC 1) FORCES (la) -Max. Comp)Max. Ten. -All torus 250(Ib) a less exceplwhen shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5.6-6 oc purfin . BOTCHORD Rigid calling directly applied or 11141-0cc bracing. NOTES 1) Wind: ASCE 7-10; Vu11=160mph (3-secand gust) Vosd=124mph; TCDL=4.2pst SCDL=5.0psf, h=15$ CaL U; Exp C; Enci., GCpi--0.16; MWFRS (envelope); cantilever left and right exposed; Lumber DOL--1.60 plate grip DOL=1.60 2) This toss has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other We loads. 3) Referto girder(s) for toss to truss connections. 4) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift atjoim(s) 3, 5 except (Mb) 6=182 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 73 lb dovn and 110 lb up at 2-11-0 on top chord, and20 lb down and 71 Ib up at 2-11-0, and 2lb down and 7lb up at 2-11-0on bottom chord The designlselectiah of such connection device(s) Is the responsibMity 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 Inaesse=1.25, Plate Increase=1.25 Uniform Loads (pff) Vert 1a=54,1-0=20 Concentrated Loads (Ib) Vert 7-38(F) 8=46(F=47, B=1) FF -- 60 I It i14 = %moo im nsa I mss lype Y 1B37-0A CJ tl JAG( { 1 Job Refererxx igigonan Sri Tn=.FLPWMFL.3195/ Rik[tl23ax OQ212m8PrkhC a2iweOG212altl M1whek 1nd401ek, 11K INIfPA 21 l�'le:ee �ulw ropel ID:ny4=MrNjemTCOUgwcyntp`9m13VSmJI80VJbeeFad6Ga067jM1dHkDxsCe 61 14L14 645 11.24 14114 4 7 1 4-9-15 I i US II 144 01-&1 4 645 11.24 144 11 4G7 i 4-9-15 Plate Offsets MY)- 12:0." 0-1-12] WD-1-61-7-101 I8:D-0-0 0-1-121 LOADING (PSI) SPACING- 24)-0 CSL DEFL in (foe) 11de8 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.56 Vert(LL) 0.06 &7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 SC 0.56 Vert(Cn -OLIO 6.7 >999 180 BCLL 0.0 Rep Stress Ina NO VVB 023 Horz(CT) -0.04 4 n1a n1a BCDL 10.0 Cade FBC2017/IPI2014 MatrixS Weight 44 m FT = 20^A LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (sae) 4=Meehaniral, 8=0-114i (min. 0.1-8), 6=1dechaniml Marc Horz8=164(LC 8) Max Up!1114=127(LC 4), 8=259(LC 4), 6=100(LC 8) Max Grav4=145(LC 1), 8=398(LC 31), 6=243(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or e-0-0 oc pudins BOT CHORD Rigid eei6ng directly applied or 104)-0 oc bracing. FORCES. (lb) -Max CompJMax Ten. -All fames 250(1h) orlessexreptwhen shown. TOP CHORD i-2 4101189, 2-9--4561216, 9-10=4591227, 3-10=14215 BOT CHORD 14i=-177/411, 8-12-285/411,12-13=2851411, 7-13=2951411, 7-14=2951411, 6-14=2951411 WEBS 3-6=444/318 NOTES- 1) Wind: ASCE 7-10; Vu"- 60mph (3second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=15ft Cat It Exp C; End., GCpr-0.18; MWFRS (emPlope); cantilever left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord Me load noncOneurmntwith any other We loads 4) Refer to girder(s) for buss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)oint(s) 6 except 6Hb) 4=127, 8=259. 6) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated load(s) 7316 down and 110 Ito up at 2-11-0, 73 lb down and 1101b up at 2-11.0, 26 to down end 62 to up at 5A15, 26 to down and 52 lb up at 5-&15, and 581b da+n and 107 to up at B.&M, and 581b dawn and 107 to up at 8.6-14 on top chord, and 20 go dawn and 71 to up at 2.11.0, 20 lb down and 71 to up at 2-11.0. 10 to down and 2 to up at 5.8-15, 10 lb dam and 2 to up at 54-15, and 27lb dawn at SAM4, and 77 to down at 8-&14 on bottom chord. The designlseledion 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 (Fj or back (M. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Inaease=125, Plate Incoease=125 Uniform Loads(pM Vert 1-4= 64,1-5=20 Concentrated Loads (tb) Vert 9=72(F=36, B-36)11= 65(F=-33, B-33)12=94(F=47, B--47)14=47(F=18, B=19) \\\\\��i v\M Fib///. 60 1 Ot S ATE t.N ���:4ORtDSN'\ l`� job Truss ns— iype uaxe 18340A MG MP IM 1 t ,lob Reference(pe%nali SMamn Tn+a,Fl FL, 30951 4M = 4x4 = 40 a 2x4 II LOADING(PSO TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.o SPACING- 2-0-0 Plate Grip DOL 125 Lumber DOL 1.25 Rep Stress Ina NO Code FBC20171rPt2014 CSL TC 0.19 BC 0.14 NB 0.08 Matrix-P DEFL in VeA(LL) -0.00 Vert(CT) -0.01 Horz(CT) .0.00 (be) adefl Lid 6-7 >999 240 6.7 >999 180 5 Na rda PLATES GRIP , MT20 2441190 Weight 38 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Shudural wood sheathing dire* applied or 6-0.0 oc purfins, except BOT CHORD 2x4 SP No2 and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied all" oe bracing. SLIDER Left 20 SP No.31-8-15 REACTIONS. (size) 5=0-8-0 (min. 0.1-8), 7=0-0.0 (min. 0.249 Max HOm7=64(LC 8) Max UptifL5=121(LC 9), 7=707(LC 4) Max Gravy--213(LC 18), 7=1971(LC 17) FORCES. (m) - Max. CompJMax. Ten. - Ag forrxts 250 (lb) or less exoeptwhen shown. WEBS 27=41371261 NOTES 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7.10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opst; h=151C CaL II; Exp C; End., GCpk0.18; MWFRS (envelope); cantilever left and right exposed; LumberDOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondmg, 4) This truss has been designed fora 10.0 psf bottom diord We load nonconcoment with any other five loads. 6) Provide mechanic connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 5=121, 7=707. 6) Hanger(s) a otherconnection devica(s) shag be provided sutfiderd to supportconcentrated load(s) 57 lb down and 110 lb up at 3-0-0, and 26110down and 571b up at 4 4 and 57 Ib down and 1101bup at 64-0 on top chord, end 16221b dorm and 543 Ib up at 1-2-12, 231b down at 3-0-0, and 14 lb down and 2 lb up at 4.4.0, and 231b down at 5-7-4 on bottom short The desigNsdection of such connection devices) is the respons3Tdy 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 Incmase=1.25, Plate Increase=125 Uniform Loads (pm Vert 1-27 i4, 23=54, 34=54, 1-5=20 Concentrated Loads (Lb) Vert 7=1622(8) job Truss 1russ IYW Y �'° 18130A ,2 JACK 10 t Job Reference o onal SWIMm truss. Fi rmrre, ri,aassl -uws , ID nyamnmmnr�amroznry dNayas nno wsallosEcpnsnaxsluanJmPgweemnrtr vGG 2-0-0 z-0-0 14 -0 �2fi0 j 1.3-0 Plate Offsets fx Y)- (2:D-D-1z 0-1 121 12ro 1 11 1 2 g (5:0-0-0 0-1 121 --- -- LOADING(psf) SPACING- 246-0 CSL DEFL to Poe) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.07 Vert(LL) -0.00 5 >999 240 MT20 244119D TCDL 7.0 Lumber DOL 125 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Ina YES WS 0.02 HoM(CT) -0.00 3 We nla 13CDL 10.0 Code FBC2017/rP12014 Matrbr-P Weight 7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP 1,10.2 BOTCHORD V EBS 2z4 SP No.3 REACTIONS. (sire) 3=MeChaain44=McChanira1,5=04&0 (mia0.1-8) Max Horz5=43(LC 8) Max UprdM=.344(LC 1), 4=43(LC 1), 6=124(LC 4) Max Grav3=15(LC 4), 4�9(LC 4), 5-y13(LC 1) FORCES. (ib)-Ma)L CompJMax. Tea. -AD forces 250(b) or less except when shown. Structural wood sheathing directly applied or2-0-D oc pudms. Rigid telling directly applied or 10-0-0 oc bracing. NOTES- 1) W6M: ASCE 7-10; Vutl=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=S.opst h--1Sit Cat It E1p C; End., GCp7F0.16; MWFRS (envelope); cantilever left and right exposed; Lumber DOL--1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurred with any other rive loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 10D lb uplift atjoint(s) 3, 4 except "- ) 5=124. LOAD CASE(S) Standard { 1-O ` SATE — • 11 IIL59 fwss lype1plyOanb hla lJob Ia A ,pA JAM 2 1 Job Reference LOF'o southern Tnm,FL Pttl FL. 31951. LOADING(psf) SPACING- 24)-0 TCLL 20.0 Plate Grip DOL 125 TCDL 7.0 Lumber DOL I 125 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2017rrPl2D14 21B II CSL TC 0.02 BC 0.01 WB 0.00 Matrix-R Rim: s OG 212018 Pbrrt 6230s 212018 Ni ek ln0ushhes,IK The Feb 2114.15572D19 Paget ID:ny4imnjpmMjBmTCOUk-'Ynlj-"y lgnoAIJ58NDsEgPn908X6J9XBAMP10iBBmAftrvGG 1-0-0 DEFL in poc) gde9 L/d Veri(LL) 0.00 4 >999 240 Vert(CT) .0.00 4 >999 180 Horz(CT) .0.00 2 n/a nla LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP NO2 WEBS 2x4 SP N0.3 BOT CHORD REACTIONS. (size) 4=D-8-0 (min. 04-8),2=141erhanlnl,3=1wiechanical Max H=4=17(LC 8) Max Up0D2--24(LC 8). 3=3(LC 8) Max Grav4=31(LC 1). 2--22(LC 1), 3=16(LC 3) FORCES. (b) - Max CompJMax. Ten. -AU forces 250 pb) orless except when shown. PLATES GRIP MT20 244/190c Weight 4m FT=2M Structural wood sheathing directly applied cr 1-0-0 oc puffins, except end ver0ads Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0ps . h=1510 CaL It Exp C; End, GCpF-0.18; MWFRS (envelope); ranh'lever left and right exposed; Lumber DOL=1.613 plate grip DOL=1.60 2) This truss has been designed for a 10.0 Ind bottom chord five load noncmnanrentwith my other five loads. 3) Referto girder(s) for buss to truss oonnedions. 4) Provide mechanical contraction pry others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2. 3. LOAD CASE(S) Standard 1J-I v_`GEN3F�/`�j-�L 'O P 60 1 ��'o ,4 op,10,.'-R2 ///YS9 ZOjNAjISNN\\\ZZ o ntss Imn lype uty OavJnnd axe IR33-MA J6 JACK 1/ t Job Referahce L. 'orW sowivnrws, FL rrwx.Fti IDxry4imnipmN8mT=UgjwcpdjrSBOgv7n7}MHENpONVgfhldSgxV✓iCVGlgrxl�rvGF idl 4.0-0 1.4-0 i 2ba LOADING(psf) SPACING- 2.0-0 CSL DEFL in Ow) Well Ud PLATES GRIP' TCLL 20.0 Plate Grip DOL 125 TC 0.09 Vert(l) -0.00 4-5 >9UM99 240 M2441190 TCDL 7.0 Lumber DOL 125 BC 0.07 Vert(CT) -0.00 4S >999 180 BCLL 0.0 Rep Stress Incr YES NB 0.03 Horz(CT) -0.00 3 We We BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight 13 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or4-0.0 ac pudins BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mecwnical, 4=MedhanirW, 5=0-8-0 (m6L 0-1.8) Max Hoa5=83(LC 8) Max UpM3=59(LC 8), 5=90(LC 4) Max Gmv3=54(LC 1), 4=40(LC 3), 5-220(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250(lb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; VuR-160mph (3-semnd gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opst h=1Sit Cat II; Exp C; End., GCpF0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom lord five load nonconcu erdwdh any other five loads. 3) Reterto girders) for truss to buss connections 4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100lb uplift atjoint(s) 3, S. LOAD CASES) Standard \GEN3F��ool / P 60 i 1ok iM = z' /////�/s%NI11l�NG\\\Z3 n Job truss In, jype LAY - OelOanO lace 163LQ4 J6 JACK leY 8 1 Job Reierenm o a Saxeem Tm66, FL Pl FL,H R!u Kurt 8S 6L 212019 Fnnte S Uo 212ale Nne6 mvumies,i2 lml rea Cl ll:lY.atl2ma Yapel ID.-ny4imnjpmNj8mTC0Ugwcynljv-580gY7�imtfrtOpONVgfhidPSsUOVGNI gxijjavGF 1.40 6." ' 1-0-0 I 4,8-0 i 50-0 1-0-0 5-0-0 Plate Offsets (&Y)- i2:0.0-12.0-1-121 IS'0-1-81-2-0L I5:0-M 0-1-12j -- LOADING(psf) SPACING- 24)-0 CSL DEFL in (lie) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 026 VeR(LL) -0.02 " "Be 240 MT20 2441190 TCDL 7.0 LumberDOL 125 BC 020 Vert(CT) -0.04 45 >999 180 BCLL 0.0 Rep Stress Inc YES WB 0.06 Hom(CT) .0.02 3 nta Na BCDL 10.0 Code FBC2017fTPI2014 Matrix-P Weight 19 lb FT=20% - LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP NO2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=fAechanlca44=Mectran1caI,5=G-e-0 (min.0-1A) Max Hoa5=124(LC 8) Max UpT1C1=104(LC 8), 6--94(LC 4) Max Grav3=109(LC 1), 4=81(LC 3), 5=283(LC 1) FORCES. (lb) -Max CompJMax. Ten - Allforces 250 pb) cr lessexmplwhen shown. BRACING - TOP CHORD Structural rood sheathing dhecJ applied or 6-" co pur6ns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wnd: ASCE 7.10; Vu"- 60mph (3-semnd gust) Vasd--124mph; TCDL=42psf, BCDL=5.opst,, h=1511; Cat II; Exp C; End, GCpi=0.18; MWFRS (envelope); ranhlever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord We load nommnament vidh any other Ove 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 to uplift atjoint(s) 6 except fib) 3--104. LOAD CASE(S) Standard T 60 1 //VSS��N��N�\2'i P S�Tiu,MI.FLPi FL,34953 h f1 R= 147-0 60-0 Dead load Deft. -118 in Plate Offsets (X Y}I2O0.12 0.1-121 f5:0.1-0 1-2-07 (5'0-M 0-1-121 - LOADING (psi) SPACING- 243-0 CSL OFFL in (loc) Udell Vd PLATES GR1P' TCLL 20.0 Plate Grip DOL 125 TC 0.61 Vert(LL) M40 45 >766 240. MT20 2441190 TCDL- 7.0 Lumber DOL 125 BC 0.47 Vert(CT) -0.18 45 >444 180 BCLL 0.0 Rep Stress Mc YES NIB 0.09 Hoa(CT) -0.06 3 nla n1a BCDL 10.0 Code FBC2017ITP12014 Matra-P Weight 25 to FT =20% LUMBER - TOP CHORD 20 SP No2 BOT CHORD ZA SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=MeChanical, 4=MedtaniCal, 5=DZ.D Max Horz5=165(LC B) Max UprdO=-147(LC 8), 5=106(LC 8) Max Gw3=161(LC 1), 4-120(LC 3), 5=353(LC 1) FORCES. (lb) - Max. Comp.11& . Ten. -M forces 250 (m) or less exceptwhen shown. WEBS 25=319MM BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid o6img directly appled or 10-0-0 ec bracing. NOTES- 1) Wind: ASCE 7-10; Vu1t=160mph (3- a nd gust) Vasd=124mph; TCDL-4.2pit BCDL=5.OpsF, h=15f0 CaL ll; Exp C; EncL, GCpF-0.16; MVJFRS (envelope); cantilever left and fight exposed; Lumber DOL=1.60 plate gdp DOL=1.60 2) This buss has been designed fore 10.0 psi bo0om chord Iiveload nommriarrerdwith any other rive leads. 3) Referto girders) for to to truss mmecfions. 4) Provide mechanical connec0on (by others) of truss to bearing pate capable of withstanding 100 lb uplift atjoint(s) except 6Mb) 3=147, 5=10E LOAD CASES) Standard \\\�` ' P 30 i A� IORP. ZONAL1�N���S