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Home My WebLink AboutTRUSS PAPERWORK2590 N. Kings Hwy Fort Pierce, FL 34951 (772)464-4160 * Fax: (772)318-0015 a SOUTHERN TRUSS COMPANIES Ominnf InFiar�.�fi�w. Job Numher. J1800652 Customer. GHO Homes Nome: Southern Truss MW 266 Avalon Artisan Address: Meadowood Lot-266- - - - ciii sr, ZIP: Saint Lucie County, FL General Truss Engineering Criteria & Design Loads Building Code and Chapter. FBC2017rrPI2014 Computer Progmm Used: MiTek Version: 8.23 Oct 2 SCANN .n Gravity., Gravity: BY 45.0 psf ROOF TOTAL LOAD N/A wind Building Authority: 160 mpq tom MWFRS(Envelope) ASCE 7-10 (Low Rise) St Lucie County This cover sheet is provided as per Florida Statute 61131531.003 in lieu of signing and sealing each individual sheet An Index sheet of the truss designs is attached which is numbered and with the indentifiration and date of each drawing. _ f PE 7 051 1 = Engineer of Truss Design Package 1 �� * * _ Brian M. Bleakly EL FL Reg. Eng. No. 76051 2590 N. Kings HighwayFort Pierce, FL 34951g No. Data Truss IDB 1 0125119 At 2 0125119 A1A 3 0125119 A2 4 0125/19 A3 5 0125119 A4 6 0125118 AS 7 0125119 A9 8 0125119 A7 91 0125119 I A9 10 0125119 A10 11 9125/19 All 12 0125119 Al2 13 0125119 A13 14 0125119 A14 15 01/25/19 A15 16 0125/19 A16 17 01251119 A17 181 01125/19 1 A18 19 0125/19 I A19 20 01g5119 Ala 21 0125119 Bt 22 0125119 B2 23 0125119 83 24 0125119 B4 25 0125119 BS 26 0125119 B6 27 0125119 Cl No. Date Truss 1DA 28 0125/19 C2 29 0126119 C3 30 0125/19 04 31 012511S C5 32 0125/19 CJ2 33- 0125119 CJ42 34 0125/19 CJ48 35 0125/19 D1 36 0125119 D2 37 0125119 D3 38 0125/19 04 39- 0125119 D5 40 0125119 D6 41 0125/19 D7 42 1 0125119 D8 43 1 0125/19 D9 44 9V25119 D10 45 01125/19 D11 46 01/25/19 Et 47- 0125119— E2 48 01125H9 E2E 49 0125/19 E3 50 0125119 E4 57 1 0125119 1 H1 52 1 0125/19 H2 53 0125119 H3G 541 0126/19 I H4G f/ No. Date Truss [DO 55 0125119, J7 56 0125/19 J2 57 0125/19 J2A 58 0125/19 J3 59 0125/18 J4 60 01125/19 J4G 61 0125/18 J5 62 0125119 J5E 63 0125/19 JSE 64 0125/19 J7 65 0125119 J42 66 01@5/19 J48 67 0125119 J48G 68 0125119 K1 691 0125119 I K2 70 0125119 ME 71 01125/19 MV2 72 0125119 MV4 73 01/28/19 MV6 74- —0125119 4 - Page 1 of 1 TYPICAL DETAIL @ CORNER. - HIP NOTE NDS=National Design Spec�ctions for Woad Construction. 132.5# per Nail (D.O.L.Factor=1.00) nds toe- nails -only have 0.83 of 'lateral Resistance Value. 12 'avm I- 12 1 OVER — 0 t;(D s AO ALLOWABLE REACTION PER JOINT G) UP TO 265# = 2-16d NAILS REO-D. Q UP TO 394 — 3-16d NADS REWD. use 2-16d toe nall Typical jack 45' attachment r H7 use 3-16[ toe nm1 9 TYPICAL CORNER LAYOUT & Z-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 - - - - - - - I 3-16d nails - - - - - BC - - - - -- - 2-16d nails - - - - - HIP JACK GIRDER (CJ7) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC ---- MINIMUM GRADE OF LUMBER LOADING (pSfl sIR 7 aax T.0 2x4 STP 2 L p FBC2a17 B.0 Zs4 SYP 2 MP 20 WEBS 2M SYP Na3 Barn1M W 10 SPAC1Na 24' of TRUSS Pierce Division 2590 N. Kings Highway. i hw . COMPANIES (800)2 2-0509 7 )44- (7'72)464--4160 6IIF//...+oaeler*mm Fax:(772)31 B-0016 Bribn M_ Bleakly Street Eng #76051 2590 N. Kings Highway, Ft Pierce. FL 34951 772-484-4160 TYPICAL DETAIL @ CORNER - HIP NOTE NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. 132.5# per Nail (D_0_1-Factor=1.25) 12) UP TO 2651 - 2-16d NNIs REO'D. rids toe -nails -only- have 0.63 of - -- @ UP TO 394#-=-3-16d-NAILS REQ-D. lateral Resistance Value. 12 HIP GIRDER CORNER JACK GIRDER use 2-16d toe nail a TC & Bc. Typical jack 45' attachment TYPICAL CORNER LAYOUT 3-1 Typical Hip -jock' 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 - - - - - - - 2-15d nails - - - - - BC - - - - - -- 2-16dnails - ---- TC - - - - - -- 3-16dnails ----- BC - - -- - -- 2-16dnails ----- HIP JACK GIRDER (CJ5) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - -- - -- I 2-16dnails I - - -- OMUM GRADE OF U A TX- 2s4 S'P /I B.C. - 2a4.SYP 2 WEBS 2a4 SYP Na.3 L a TOP. 20 BOTMM 00 io 6PACDC 247 O.C. TRUSS Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 COMPANIES (600)232-0509 (772)464-4160 heR//...—A.-I" .em, Fox:(772)31 B-001 6 Brian M. Bleakly Struct Eng #76051 2590 N. Kngs Highway, Ft Pierce, FL 34951 772-464-4150 Hangers Face Mount Hanger Charts mv JIM JL24 LU24 W I-M61 3 1 1-1/2 1 15116 - L� -4 2 ladXl-lt2 J2 ::4070., 5400 :tNa SM. 4, RSv F2 —10d 1 6d - 2 10dX1-12 . SEE 695: 320 JL24IRZ is I -MG a-ljB 1-1121 - _ _L�10d= !Odxl-112HDG _E .46F 5W: 5W 280 - 31, RI, F32 4 16 _L 2 10d Xi Ssff, 615.1 62:1 2m; 2x4 =4 UM24 18 1-M6 3-1/8 1,3141 1 - 4 1 10d 2 U-12 "UN' 775.1 M 51 I S824 U24 16 I-M6 I-M6 3414 2 ji-W6 - 10d 2 j1dzl-12 500 :.55131 66S. 380 S. 4 led 2 lf2 `SM 0-1 A --m �1720 HD26 mm 14 I-9JI6 3-112 2-lJ2 1-1/8 hft 4 led lDdX1412 : r.15, L�� - M5 745 3GS: W% F2 Un -L 4 615: Em m SM. e-,7 fine -;:G.- ..a. 401)dA 7- —7ST _74 T -f-47 -T, -MiV*12r, iwx I-112w; 710 m - SM 9wi I am 105. 65d 650. 1 "Udff)G- cjl�i xi 112 HOG BE am 97z- - 7W. 31. 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S S S S R: ' S S S aq• R. _ d � C one, Co r Co 221 v � sie6uep Hangers Face Mount Hanger Charts MiTew j mistASP Skel t— - i U21 1% ;W- in .-Hail" man sage IDD% W IGD% JLIS46 LWAS 18 3-518 1 5 1 2 1 - 4 led 4 16d 11340. 1185112201'M!K:� L- slim t146 is S-RU 1 4-13116 2 1-1111 - " 4 10d .1250 2i05 52151 -.-Z9 : -L- 10 16d 4 10d 1147D sm 1 755 7� HL546 HIVS 14 3-m s 2 1 - 4 16d 4 16d 1085 '1235 130D A155- 4x6 MS461F HLWA 14 3-518 5 2 1 - 4 16d 4 l6d 4WS :1235 1300 AISS, HD46 HIJAS Rmw 14 3-9116 rWIS 1 2-lj2 1-118 Me 16d 4 ad 1231 1 4-3W 14W " 780' : Max -L 12 6 MO 1:: *2DW 2235 :1370 HD46F wdm 14 3-A6 5-1116 2.112 - Snn 16d 4 10d IMO I V90 M 780. -18 d 6 12US 12235 1170 is M 3-19Z :'S - 2 4- -.�4 .115d f ID40 ID40 lm IZ20 1355' -18 - 3-SS 6-718 2 1 1325 1325 55in: iml iass, t 36 3-wis 4;lzg@ All --mlod .4 AOF:r' 1250 1250 1405 15151 w 1 W 1470 1470 16M 18M 755 TNT -7-E 74. : i'm S ..: 2* . . .... *1�1 1 4 l6d j*-:4'-' '16d�'.: lDaS .1235 13W 1155 TL.: .:'2'. :(4, =AE& I-A-z" 7.'?16d 1085 1235 1300 115S HLF". -4 HUS48. 14. 3-M 2. --1 ';1 -,.-16d 1625 IBM lam 1810-' HUS48F TUSM :14 3-518 :7 . 2 f,-.1 - 6 *. 16d. 6. ', -.16d'. 163 18M l9g51 1810 4.: )US' 4: -5-virr -2- hft •B 1464 4 '...10d. - 1230 F,mB—rA 1390 I 14901 780 Max: 112.. W., les 188500 A 2013 122351 1170 14, 3-2116 - lmn- .8 -x .":.. ". , .. 1MO 1239 13SO 1490 &2= 730 51 85, - -:L 12 — 7 Isss -lam 850 20MUS ZZ35 1170 H648 . TH NaX 1 J4 lid' V a ' A *:- lad - X'. , IUD 173S 18M .780- F2 -.'S* 210 2155124M 21530 1.. 1170. KmF . ..'m Iffivil 14 - 3.9119 645116 '"Ifin 1 10 4, 1540 1125 INS 78D 2155 2155 2430 Z= 2616 7510 .117B.. JIM JUM LUM 18 3-5A 6-718 2 1 16 16d 4 16d 1325 1510 1545 1355 JLIS410 UIS410 18 3-W 9-718 2 1 8 16d 6 led INT 2105 -E4F ZM 1 1980 sumlo U410 16 3-9n6 8-W 2 1-118 is lod a 10d 20D0 2420 1135 16 16d 6 6 10d 23M 26M 2SW -130 KJS48 Rma 14 S-SM 7 2 1 - 6 l6d 6 16d 7675' I&SO U95 1810' flUS4BlF RLWQ 14 3-5/B 7 1 - 6 6 16d 6 16d 1675 I WO lam -IB10:1 I HD48 HU48 14 3-9116 6,15116 2-121-1)8 Mln 10 16d 4tOd 1= 1865 .780 Max 14 6 2430 2WO 1170.1 WO K34W HUC48 14 3-9116 64SMS 2-1 t2 Mn 1 a lad 4 1735 18M : �780. Max 14 6 ZOR 2610 . 117MO g KWO 14 34W 8-7/8 1 1 - 8 16d 8 2455 25501 - HUS410WIF HL=10 14 3-SM 8-7 2 1 1 - 8- a 16d B 16d 12170 2465 25M .2210' HD410 HU410 14 131alIS B-lanG 2-1/2 1_118 INIn 14 -16d 5 led 1 2155 24:30 2610 42mv 117n' Max 20 1 10 30M 3475 '3M M 1950 [�HnMtMF IfUC410 14 3-9116 8-13M6 2-1/2 - M 14 16d 10d 24M 2M _11 :1170 I I Max 20 HIGO U13m %Sm ism HUM410 14 3.9M6 9 3 I-12 - 1 12 WS3 1 6 1 WS3 150151 SM I MW 2975- - 1131, 111, FW 1) Uplift bads have been hmased GD% for whW arselmft bads; no ftgw kvem shall be pmftL 2)16d shrines (0.148 dla. x 3-1/4" lo* may be used at 0.84 af ibe table load wbere 16d conamons are spedfied. This does rat a" to J3, HIM, MUS slant nag harom 3) WS3 Wood Sam are 1W x 3* kmg and are MUM vft HM hm*em 4) KUS` 10d nags are 0.1481 dla. x 3'WQ 16d ease are 0.162• c5a. x 3-1/r long. New po&j& or updated pDdud Idamnsam are desIgnated In blue feet CoxmsionFInksh WtabllewSteel 96aldCad 1URD6 Wriplebm 119 9b'L cri. 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X011 „O—,V Mow • Jed 0+10 OL WA'M YdmMO COMM 'Lf01W L dN LIN dMI-101 MM in I1Xl *WMWall. OH1110,1 11 MUM OL ATr bmmbt Na 4mn4 7R v Mott O] 1tHtil Ao ¢l d la VIA# dd9 NO NL) Call }NL NO 1g1t9 �{o L{/lf ida If d N39Nm d0 mil T %no 1— Y oat XO0 Pal m NOvt 1101" 68) t ad AYH CWT. (6) naa dqL o0 - HF N DFL o HF 0 ■ SP m DFL HF 0 °T DFL Gable and 10 It (O MPH WIND SPEED EA ' HEIO ENCLOSED I� 125 EXPOSURE C . Bracing aroup SpO01611 °1v" _ No -11 n 91 Ihmm A I crow O 1 OfouP A Oroup 9 Oro A Orou B Ordup k'Ofoup.9 ORDUp g u SOUTHERN port Pie TRU5521, COMPANIES (00013i � r a-s�'MuDE DEM Ngml LK LM OFY=aH onm MA is 4A49, ppWNa'MPttF(W tJe ryP tip V OOHIIINOMa BfiM�n°P6F N OEW � . 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' MOWS ON Al 01 ,0 ONIOWB 03111nM HMN31 83M 11W3 ONIOW9 93M Led -•10 an am *Asd a-nooL aHW ro du i m .IS= naafi 'M L 'dmH NI 3USWAw dlW= 'Gala 439010 OL•L Saw lOH NUM .QC V Ml Hdn Q—M KNoWaNm araA m&WnU 3HL Hod 3"rk W tl WW Md 'ONawda mmw a3lwlmn Had Ho®a Was "OMM ZA aL nm rends 3N0 LV,LL 00 OV30w1S 39 MR Er"dS -PUMID MOU08 AW dol TM on .1 lY wwou !A x2vwA W 2wa Surd Cam Nod 10153a ACm$ aL Hwu �aN9 an dM +mZ MPA nH•q 30'Z as txz Wa4a llaa je1Va is z "*VZ Na4a dal n3sWn9 d 3OWo WnWINIK Iir=4;5® SCAB-BRACEDETAIL I ST-SCAB-BRACE Nate. Scab -Bracing to be used when cwnfirmus lateral ad midpoint (arT-Brace) Is - Spb must coverWH length ofweb — — "' THIS DErAiL 1S NOTAPLICABLE WHEN BRACING IS REQUIRE!?ATTr3•POINTS OR I-gRACE IS'SPEDWII=D.- APPLY 2x SCAB TO ONE' FACE OF WEB WITH " 2 ROWS OF i0d (3' X 0.131' NAILS SPACED B"D.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 ms MAXIMUM WEB LENGTH=•12 0" SCAB sancE 2X4 MINIMUM WeB SRE MINIMUM WEE GRADE OF#3 Nails� / Section DetaC ®•E— Seab"4 race \ Web Scab -Brace must be same species grade (or better) as web member. L-BRACE DETAIL Nailing Pattern, L-Brace size Nag Sde . NaIlSpadng 1x4or6 10d 8=oc. W. S. or 8 16d 8' o a Note: Nall along entire length cf L-Brace. ' (On Two-PVr. Nab to Both 2ries), ; Web L-Brace Note: L-Bracing to be used when continuous lateral bracing is Impractical. L-brace must cover S1I%ofweb length L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 21C3 or2x4 1A 2 116 2x8 2xB �» —DUtECr SUBSTr VnON NOT AKICABLE L-Brace Size forTwo-Pfy Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3or2x4 2A ... 2x6 2x6 «. 2x8 2xB «• — Onrlrr SUBSMLMON NOT AMICABLE , T-BRACE / I -BRACE DETML Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is.iirpractical. T-Brace / I -Brace must cover 90% of web length. -- - Note: This detail NOT to be used to cdfiired T-Brace / 1-Brace webs to continuous lateral braced webs. Nailing Pattem T Brace size Narl Size Nail Spacing 1x4or1xS tod 8'oc. 20 or 2x6 or 2x8 16d 80o.c. Note: Nail along entire lengthof:T-Bracel l-Brace. . (On Two-PVs Nail to Both Pries) . . alternate position •• i WEB r; r Naas Section Detail T-Brace /'�• Web. alternate position SPACING T-BRACE Brace Sim for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web S'¢e' 1 2• W.or 2x4 tx4 (7 T-Brace 1x4 (71-Bra 2x6 US (7 T-Brace aS I -Brace 2x8 12xB T Brace IW I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 I 2x6 T-Brace 2xS 1-Brace w 12a T-Brace PYR i_Rm, T Brace! I -Brace must be same species and grade (or better) as web member. (7 NOTE If SP webs are used In the Miss,U4 or 1x6 SP braces must be stress 1-Brace rated boards with design values that are equal to (or batter) the truss web • design values. For SP toss lumber grades up to #2 with 1X bracing material, use IND 45 forT-Bien spedal 1 I 1 Q I j 2:4 4x5 = 26 2z4 II 25 " " 20 19 NOP2X STP= 4x4 11 m = 4X7= 4x5= 5x5 = 18 3x12 = 17 16 15 14 3x6 = 3x5 = 3x6 = 3x5 = LOADING(psf) TCLL 20.0 SPACING- 2.0-0 CSL DEFL- in (loc) Udell L/d TCDL 15.0 Plate Grip DOL Lumber DOL 1 1.25 1.25 TC 0.68 Vert(LL) -0.10 14-16 >999 240 BCLL 0.0 Rep Stress Ina YES BC 0.97 INB 0.80 Vert(CT) -0.2514-16 >999 180 BCDL 100 Code FBC2017 HOrz(CT) 0.04 12 n/a Na • ffP12014 Matnx-MS LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4-SP NO2 'Except' BOT CHORD B2.2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 20 SP N0.3 WEBS REACTIONS. (size) 12=0-8-0 (min. 0-1-11), 22=0.8-0 (min. 03-8) Max Hoa22=220(LC 7) Max UPIiM2=451(LC 9), 22--778(LC 8) Max Grav12=1456(LC 18), 22=2977(LC 1) ,FORCES. (Ib)-Max. CompJMax. Ten. -All forces 2500b) or less except when shown. TOP CHORD 23=-304/877, 34---505/1363, 4-5=487/1488, 5 86 W,1/1740, 6-7=599/313, BOT CHORD 2 26=896/359 2 26=696/359, 5.23=2441456, 22-23=7916116657, 21-22-8871656, 6.21=74/264,18.19=-8381633, 17-18=0/810, 16-17=0/810, 1616=206N43% 14-15=206H430,12-14=45511929 WEBS 3-26=1731288, 3-23=670/319, 7-18=3221142, 8.18�� 17/293, 8-1632/875, 9.16=7381445, 9-14=211/590, 11-14=-3711284, 5-22-�711256, 6-22=2718/700, 6-18=426/1580 Dead Load Dell 118In 2x4 II12 $$I� ?1 13 Id'd LMM PLATES GRIP MT20 2441190 Wei9111:2891b FT=20% Structural wood sheathing directly applied or 3.4-10 oc pudins., Rigid ceiling directly applied or 5-10-13 oc bracing. Except: 2-2-0 oc bracing: 23-25 64 -0 oc bracing: 19.21 1 Row at midpt 7-18, 8-18, 6-22 NOTES. 1).Unbalanced roof live loads have been considered for this design.. , 2) Wlnd: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=S.opsf; BCDL=5.0psF, h=16$ CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope); centtlever left exposed ; Lumber DOL=1.60 plate grip DOL=1.6a 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcu entwith any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift stjolnt(s) except at=lb)12=451, 22=778. LOAD CASE(S) Standard t PE 7`051 n� A..---A4�1iis* k Job TTUSS Nos I ype MW2e6Avabn Mwn AvalorvArd=4 A1A jQly Roof Speeld 1 IPly 1 Job Reference (optionall awu,em iruss,r�rwm, rL. satlal ftlRl: n330sU 21 M10 rn= U.Ma a W L1 Nln Mllex NDn nlG rn.lan la u:NL3101n copal ID:25Ys9447kmn12g5MnadCoyODrx-Pj3MyUOFZIRnnN 8�nr2.p4Fde1v3veXJH4vMHttuok6 f2.n Ss,S t 11-s12 l 20d0 1224t-0I 2680 1 31$6 I 36Q12 I 44-6A V9 24Fa 5315 571.13 6fr4 2�-0 4-0O 5-0a 8d4t 6•N 2-00 6.00 12 4x5 G Sha axe G 6 5 3x5 � 4 3 M 2x4 11 2 1 27 2625 23 Y1 20 4x5= 2x411 NOP2XSTP= 4x4 II 5,6 = 4x7 = 44 = 54 = Sx5 = 50 = 7 e 5x5= 9 — 2x1 = 3X6 J 11 2x4 1 12 19 16 17 16 15 3x12 = 3x6 - 3x5 - 3x6 = 3x5 - Dead Load Deft= ins in X STP= 2x4 It 1 14 4.5 = i Plate Offsets (X,Y)- [6:0.2-13,0.2-0j, [30:0.23,0.1-01 16:03-0,Edge), 19:030.0.2.4], [19:05.12,0.1.8], [2ZG W.0-2-121, [23:0.2-8,0.3.0], I24:0.2-0,Edge1, I26:0.2-0,04)-e1, [28:0.2-3,0.1-01, LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) Ildell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL US TO 0.80 Vert(LL) 0.15 16-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(Cl) -0.31 15-17 >999 180 BCLL 0.0 Rep Stress Inc YES WB 0.75 HOrz(CT) 0.05 13 nla r9a BCDL 10.0 Code FBC201771PI2014 Matrix -MS Weight291lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 -Except- BOTCHORD B2: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except' W7: 2x4 SP No.2 WEBS OTHERS 2x4 SP No.3 REACTIONS. (size) 13=0-8-0 (min. 0-1-11), 23=0.8.0 (min. g43A) Max Hom23=224(LC 7) Max Up5h13=.477(LC 9), 23=783(1-C 8) Max Grav13=1452(LC 18), 23=2977(LC 1) FORCES. 01h) -Max. CompAkax. Ten. -Ali forces 250 (Ib) or less except when shown. TOP CHORD 23�3041877, 3.4=50511363, 45=48711488, 5-6=57511744, S-7=-0121373, 7.8=2761190, B•9---W/337, 9-10=13291578, 10-11=19591752,11-12=20621727, 12-13=22601724 BOT CHORD 2-27=6961358, 26-27=4B96I358, 5-24=2471461, 23.24=13181657, 22-23=9101675, 6.22=801292,19-20=8581651, 18-19=271978,17-18=271978, 16-17=243H403, 16.16=24311403, 13.15=50911929 WEBS 3-27=1731288, 3-24=6711319,19-32=3031134, 732=-3021133, 9-19=821/322, 9-17=263/762,10.17=-654f378, 10.15=226f(114,12-15=3951302, &23=-5661252, 6.23=27271705, 6-19=-37611586 Structural wood sheathing directly applied or 3-4-13 oc purlins, Rigid calling directly applied or 5-9.11 oc bracing. Except 2-2-0 no tracing: 24-26 6-0-0 oc bracing: 20-22 1 Row at midpt 7-19, 9-19, 6-23 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf BCDL=5.0psf, h=161t; Cat II; Exp C; End., GCpI=0.18; MWFRS (envelope); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) AO plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunentwith any other We loads. 6) Provide mechanical connection (by others) of truss to bearing pate capable of withstanding 100lb uplift at]oint(s) except ")13=477, 23=783. LOAD CASE(S) Standard \\\\1111111/, 7 PE 76051 r O�tiD N� hs/ONAL 1//l1111110 JOD Iruss I ruse typo Y MW2s6Av Araaan Avalaa-N6sa 4 A2 Roof Spedal 1 1 Jab Refererhca o on I D:25Ys944?Imlmi2g5MnodCoyODx-1 W k9gRtKr7iPXjehgTodT9glb8ry9Ql aespx2mk5 2 5815 2M-0 T24)O 5315 I 1481 "y al-0 2600 ; ICI 444i0 P�9 5rd, = Dead Load Dan.= 31161n 6.00 12 7 54 = 5x5 = — T4 9 ____ 2;Zfr.: 4x5 = 4x54 Shall 2x4= 3xs O 6 5 y 31Ci4 4 y 3 %J7 1r 27 26 25 23 21 20 2x411 NOP2XSTP= 4x4 II 5,5 = 40 = 415 = 5x5= 3x5 10 3xfi Q \ 11 2)A 12 19 18 17 16 15 3x12= 3rB= 3x5= 3x6= 3x5= d 7X STP= zxd a 'q 3 3 1 14 415 = Plate Offsets 0(.Y)— 16:0.2-13,D-2.81. fe:0.2-0 Edpel f8:0.2-12,0.2-11 f22:030 0.2-12L f23:0.2-0 0-3-01 f24:0.2-0.Edgel f26:0.2-00.0.81 128:0-2-3 0.1-01 130:0.23 0.1-01 LOADING(psl) SPACING- 2-0.0 CSI. DEFL in poc) Well LId PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.74 Vert(LL) -0.12 15-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.97 Vert(CT) -02815-17 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.84 Hoa(CT) 0.05 13 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weighc289lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOTCHORD 2x4 SP No.2'ExcepP BOTCHORD B2: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEBS REACTIONS. (size) 13--0-&0 (min. 0-1-11),23=041-0 (min0-3.8) Max HOr223=224(1-C 7) Max Up8R13=-477(LC 9), 23=783(LC 8) Max Gravl3=1452(LC 18), 23=2977(LC 1) FORCES. (Ib) - Max CompJMax Ten. -Ali forces 250 (to) or less except when shaven TOP CHORD 23=3044n, 34=50511363, 45=487H488, 5-0-7511744, 6.7=-610374, 7.8=275/204, 8-9=527/346, 9.10=1327/559, 10-11=1894/737, 11-12=20481715, 12-13=2246/713 BOTCHORD 2-27= 6961358, 26.27=69UJW, 5-24=247/461, 23.24=1318/a58, 22-23=910/675, 6-22-78I291, 19.20-858/651, 18-19-0/916,17.18=01916, 16.17=29011491, 15-16=290/1491, 13-15=49511911 WEBS 3.27=173/288, 3-24=-671/d19, 1932=2881126, 732=2881125, 9-19=814/319, 9.17=2517751, 10-17=700/400,10.15=1731540,12-15=-336/258, 523=5931251, 6-23=27287705, 6.19=374/1580 Structural wood sheathing directly applied or 34-10 oc pur ins, Rigid calling directly applied or 5-9-12 oc bracing. Except 2-2-0 or bracing: 24-26 6-" oc bracing: 20-22 1 Row at midpl 7-19, 9-19, 6-23 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10: VuR--160mph (Ss nd gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.OpsF, h=16ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondng. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord nve load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withslanding 100lb uplift at joint(s) except 61;4b)13=477 23=783. LOAD CASE(S) Standard \1111111/ �GEIVS�`4e' PE76051 i W/�Z-F �STA inn\ ,.l-`J6► J 'ONAL v- \\` Job NSS Imw iWejQtY MW MA- oa Aniean Avalon,4Awn0 As Roof 6perlel 1 IM 1 Job Reference o 'o ---------�ID:25Ys94471anmi295MnadCoyODrx-L687NASVSvhVONrFO_tAgi�7MeS1a%EOP rLNrlak4 i-24H758120de 24ee 2680 3340 37.7.8 2-00' ss3—� 5 1230 BS1 1 e•1-0 I 3a-0 I 40,0 I 54-0 I a3-e 1�1,s,e 515 = 6.00 12 7 5x5 = 54= SsB 6 3x6 %r � 6 10 ` Sxe = 5 Sx5 = 3x4 G 4 11 3 1 2x4 h 2 25 ya = 2x4 II 24 23 21 19 18 NOP2X STP= 44 11 5x6 = 5x4 = 4x7 = 4x5 = 17 16 15 14 13 3x9 = 3V' = 3x = 3x4 = 4x5 = Dead Load Dell.-1116 in Plate Offsets (X Yl- 6:0-2-9 0-2-81 [9:0-2-8 0-241 H2:04-12 03-01 fl7:5: 0 0-1-81 [20:0-34 0-2121 f2Y0-2-003-07 122'0.2.0Edne1 [24,0-2-00-0-8][26.0-2.3 0-1.0) LOADING(psf) SPACING- 24)-0 CSI. DEFL. in (Iec) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.79 Vert(LL) .0.08 15-17 >999 240 MT20 244/180 TOOL 15.0 er LumbDOL 125 SC 0.97 Vert(CT) -0.11416.17 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.67 Hom(CI) -0.05 32 n1a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS VVNght2841b FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except* B2: 2x4 SP No.3 SOT CHORD WEBS 2x4 SP No.3'Except* W15: 2x4 SP NO2 OTHERS 2x4 SP No.3*Except* WEBS BL1: 2x6 SP No2 REACTIONS. (size) 21=08-0 (min. 03S), 32=Mechanical Max Hoa21=340(LC 8) , Max Uplifl21=758(LC 8), 32=31 O(LC 9) Max Gmv21=2787(LC 1), 32-984(LC 18) FORCES. Qb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=304/876, 34=505/1363, 4.5=487/1489, 5-0=57411746, 6.7=424/292, 7-8 -427/287, 8-9--6991377, 9-10---876/364, 10-11=944/318, 1328=358/1129, 12-28=358/1129 BOT CHORD 2-25=-695/358, 24-25=695/358, 5-22--241/465, 21-22--1319/659, 20-21=931/532, 6-20=45/301,17-16=8781513, 16.17=107/604,15-16=107/604,14.15=237/802, 13.14=-142/424 WEBS 3-25=173288, 6-17�361/1405, 7-17=3281112, 8-17=687/356, 8.15=1511325, 5-21=563/241, 6.21=25581649, 3-22- 672/320,11-14=128/509,11.13=11271397, 1232=1151/358 Structural wood sheathing directly applied or 5-8J or: purlins, except end verticals. Rigid ceTng directly applied or 53-14 oc bracing. Except 2.2-0 oc bracing: 22-24 6.0-0 rx bracing: 18-20 1 Raw at m[dpt 7-17. 8.17, 9-15, 6-21 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-10; Vutt--160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf, h=161C CaL II; Exp C; End., GCpF-0.t 8; MWFRS (envelope); cantilever left exposed ; Lumber DOL=1.80 plate grip DOL=1.60 3) Provide adequate drainage to prevent vrater ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwilh any other live loads. 6) Referto girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=b) 21=756. 32=310. LOAD CASE(S) Standard ha_a,__! PE 76051 1 t 1 070NAL o toss N5a ype ly MW2aeA on lvasmi AvabrFAAsanbl M Raol Spedm 1 1 Job Reference o 'on rase. ID:25Ys9447lanmi2g5MnodCoyODnc-pINaVS7sDgMersIpSVGiuEAd7TeJgrjmu7yupuolCe r2-0-01 6-&15 1 1230 1 t909 12t3-0F 264-0 1 so-" 1 3577 1 39L-0 i 2-0O Y}75 6S7 830 2-0-0 44-0 4-0-0 67-7 3 1 2.4 11 2 k1=F 6.00 FILY 5xa 4 4x5G 6 3x6 4 5 3x4G 4 3 515 = 5x5 = 7 8 2x4 11 3xe= 11 27 26 25 23 21 30 19 1s 17 is 2x4 It NOP2X MP= 44 = 3,8 = 4x8 = 2x4 II 4x4 II 5x6 = 5xa = 4x7 = US = 514 = Dead Load Defl. = 3116 in 44 = 5x5 = W = 5434 IIIILY- P �IjJpT� 14 4x5 = 123 a 1M60 gg5a SP15 11-Sa 11 196a 26De 3a80 1L]•] tt 640 Plate Offsets (X,Y)- [6.0-2-9,0-2-8], 0.2-81 123:0-2-0 [7:0-2-8.0-2-01,18:0-2.8,0-2-01, [9:OS•4,0.2-8], 03-01 r2410-2-0Edoel r26-0-2-0 g-0-81 (28:0-2.3 [10:030,0.2-0], [11:0.2-0,0.0.12], [13:0-3.12,0-3-01, [14:0-2-0,0-2-0], [75:0-2-12,0-2.8], 122:04 4 0.1-01 LOADING(PSI) SPACING- 2-0-0 CSI. in (hoc) gdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.71-0.1614-15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.97 FD -0.34 14-15 >974 180 BCLL 0.0 Rep Stress Ina YES WB 0.90 -0.04 34 Na Na BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight 29616 FT=20% LUMBhK- BRACING - TOP CHORD 2x4 SP Nc.2 TOP CHORD BOT CHORD 2x4 SP No2 -Except' B2,B5,B7: 2x4 SP N0.3 BOT CHORD WEBS 2x4 SP N0.3 -Except' W15: 2x4 SP No.2 OTHERS 2r4 SP No.3 -Except' WEBS BLt: 2x6 SP No.2 REACTIONS. (size) 23=0-8.0 (min. 035), 34=0-33 (min. 0-1-8) Max Hoa23=360(LC 8) Max Uplifi23=738(LC 8), 34=312(LC 9) Max Grav23=2787(LC 1), 34=1000(LC 18) FORCES. Qb) - Max. Ccmp./MaX. Ten. -All forces 250 pb) or less except when shown. TOP CHORD 2-3=304/877, 3-0=50511362, 45=487/1487, 5-0=57211738, 6-7=-3691235, 7-8=292240, &9=959/440. 9.10=900MI.10-11=8921379,11-12=1111/360, 14.30=272/925, 1330=2721925 BOT CHORD 2-27=6961359, 26-27=-696/359, 5.24=2371462, 23.24=1314/655, 22-23=936/477, 19-20=6931461,18-19=561454,17-18=-561454,14-15=205/856 WEBS 327=1741288, 3-24=-068/317, 6-19=-387H448, 7-19=321/122, 8.19=7301264, &17�351/847, 9-17=818/417, 9-15=102/265, 15-17=134/783, 5-23=5921266, &23=25251618, 12-14=11031408, 1334=10471327 Structural wood sheathing directly applied or 4-9-2 oc purlins, except end verticals. Rigid ceiling directly applied or 5-6-0 oc bracing. Except 2-2-0 oc bracing: 24-26 6.0-0 oc bracing: 20.22 1 Raw at midpt 7-19. 8-19. 6-23 NOTES. 1) Unbalanced roof We leads have been considered for this design. 2) Wind: ASCE 7-10; WIt=160mph (3-semnd gust) Vasd=124mph; TCDL=5.opsF BCDL-5.Opst.h=16% Cat 11; Exp C; End., GCp1=0.18; MINFRS (envelope); certilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondmg. 4) A6 plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noneonarrent with any other five loads. 6) Bearing at]oim(s) 34 considers parallel to grain value using ANSIMPI 1 angle to grain formula Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at jornt(s) except fib) 23=738. 34=312. LOAD CASE(S) Standard f 1 01 S_ 8/111110 . 5x/ _ aoD 1z Sxs = Dead Lead Deb. = 118 in 7 8 St® 4 5x5 = 5x7 = 4X8 • -4>6•i— 6 - 4- 9 5%5= -5ie= 3xfi' T 11 5 12 3x3 4 3 14 5 2 as Q 2s4 11 2 ddr i id Illllrygq' • 28 ' 27 26 2422 21 20 16 18 14 13 17 1630 ya = 2x4 II NOP2X STP= 4x4 = 3x6 = = 4y5 = 2x4 dk _ 4z4 If 4,7 = 418 = W= 4x5= 514 = 123 1t-1r1e 311-0 SMIS fldp ft Lva 338.0 �p.g4 S -t 4&0 04 0 84-0 ;v-v -0-0 61-0 OSe 1�-0 Plate Offsets (X,Y)- 16:0-2 4.0-2-8). [e:0-2-8.0-2.4), S4,0-2-e), [12:a30,o30y [15:0.2-6.0-z-e), [23:0.3.8.0-24]. [24:0.2-11.a3-0), (25:0-2-O,Edge). (27:0.2.0 29,Gi), 3,G-1- .047-81 f29:0-2-3 o-1-Ol LOADING(psf) SPACING- 240-0 CSI. DEFL in One) Odell L/d PLATES GRIP TCLL 20.0 TCDL Plate Grip DOL 1.25 TO 0.72 Vert(LL) -0.09 16 >999 240 MT20 244/190 15.0 BCLL 0.0 Lumber DOL 1.25 Stress BC 0.96 Vert(CT) .0.21 16 >999 180 Rep Ina YES WB 0.78 Horz(CT) 0.06 35 n/a Na BCDL 10.0 Code FBC2D171TPI2014 Matrix -MS Weight 306lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 No.2 *Except- BOT CHORD 2x4B2, TOP CHORD Structural wood sheathing directly applied or 4.5.15 oc puffins, except p 5: B2,B5: 2x4 SP NO.3 WEBS •Except' BOT CHORD end verticals. Rigid ceiling directly applied or 6-2-0 oc bracing. Except 2x4 SP No.3 2-2-0 oc bracing: 25-27 WI6: 2x4 SP No.2 OTHERS 2x4 SP No.3 *Except- 6-M oc bracing: 21-23 BL1: 2xe SP No.2 WEBS 1 Row at midpt 7-20. 8-18,11-13. 8.24 REACTIONS. (size) 24=0-8-0 (min. 035), 35=03-8 (min. 0.1-8) Max HOr424=373(LC 8) Max UPIWQ4=702(LC 8). 35=296(LC 9) Max Gmv24=2804(LC 1), 35=1048(LC 18) FORCES. Qb) - Max Comp_/Max Ten. -All forces 250 (Ih) or less exceptwhen shown. TOP CHORD 2-3=288/877, 3-4=44011361, 45=427/1488, 5-6=462/1727, 6.7=229/302, 7.8=666/273, 8-9=1422/458, 9-10=11801328, 10-11=1170/318.13-31=1941869. 12-31=1941869 BOT CHORD 2-28= 697/359, 27-28=697/359, 5.25=154/454, 24.25=13091651, 23-24=9411233, 20.21=909/224,14-15=25611019, 1314=281/1006 WEBS 9.15=8791368, 3-28=0128%3.25=6631314, 6-20=271/1587, 7-20=1195/273, 7-18=218/964, 8-18=771/257, 15-18=133/853, 8-15=340N040,10.15=731289, 11-13=118l/328, 5.24=622M94, 6-24=2479/565,12-35=f 0721305 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vssd=124mPh; TCDL=5.0psQ BCDL=5.Opsf; h=1611; CaL II; Exp C; End, GCp1=0.18; h WFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. ess otherwise Indicated. 5) All plates; am hMO plates This truss has been designed esignedfora 10.0 psf bottom chord live load nonconcurent with any other We loads. 6) Bearing atjofnt(s) 35 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100Ib uplift at joint(s) except 04b) 24=702, 35=296. LOAD CASE(S) Standard _ ( 1 \ ///��SS/�Ni� 3x6 3x4 4 4 3 O 4 2x4 II Z �{ CS 1 6.00 FIT 5x8 3x6 = 20 11 6 7 __a 5 5x8 = 9 4xS = 5x.5 = __ _-5xg,= f0 30 12 1 W 334 25 23 13 27 26 Y1 20 19 18 17 1615 Ix5 = 3x5 = 2x4 II NOP2X STP= 3xS = 4x4 = 2A II 4x4 II 5x6 = 3x12 = 5x8 = 4x7 = 5x4 = 4x5 = lzaa 5415 W, 11 LX-- 20-1-0 W ayg,e 3%0 1 -f 6 -0 2.9-0 54.p Dead Load Den.= 3/16 in Plate Offsets (X,Y)— - [6:0-2-9.0-2-e). [/:0",0.2-0), [9:a8-0.0-2.8]. [10:0-2-9,Edge1, I12:030.030), [13:0-1-12.0-2-0), [14:0-2-12,0.2.12), (22:0- ,0-2-12), (23:0-2-0,0.3.0), I2410-2-0Edge] I26:0-2-0.0-0.81 I28'(-2-3 0.1-01 LOADING(psf) TCLL 20.0 SPACING- 24)-0 Plate Grip DOL 125 Cal. DEFL in (hoc) Well Ud PLATES GRIP TCOL 15.0 Lumber DOL 125 TC o.68 BC 0.97 Verl(LL) -0.2213-14 >999 240 MT20 2441190 BCLL 0.0 Rep Stress Inw YES WB 0.91 Vert(CT)-OA613-14 >721 180 Horz(CT) 0.04 34 BCDL 10.0 Code FBC2017/TP@014 Matrix -MS n1a n1a �uuevn Weight 280 lb FT = 20% TOP CHORD 2x4 SP N0.2 BRACING- BOT CHORD 2x4 SP No2 `Except- TOP CHORD B2,B7: 2x4 SP No.3 WEBS WSP No.3'ExcepY BOT CHORD W12: 2x4 SP N0.2 OTHERS 2x4 SP N0.3 Except- BLt: 2x6 SP N0.2 WEBS REACTIONS. (size) 23--0-8-0 (min. NS-5), 34=0.3-8 (min. 0.1-8) Max Horz23=349(LC 8) Max Up8623=762(LC 4), 34=292(LC 9) Max Grev23=2793(LC 1), 34=1041(LC 18) FORCES. (Ib)-Max. CompdMax.Ten.-Allforces 2500b)orlessexceptvdren shaven TOP CHORD 23=303/877, 3-0=50611362, 45=48811487, 5.6=67411737, 6-7=-61407, 7-8�M/200, 8-9=5771200, 9.10=16751442, 10.11=13961340, 1330=219/913, 1230=-219/913 BOT CHORD 2-27=-697/359, 26-27=-6971359, 5.24=2281461, 23-24=13141653, 22-23=9101377, 6.22�1334,19.20=8631361, 18-19=186/634,17-18=188I834,10-14=9521357, 13-14=284/M WEBS 3.27=1731289, 324-667/316, 6-19=-46511649, 8.19=.4571260, 9.19=595/162, 14.17=1411837, 9-14�001973,11-14=80/648,11-13=1150/3e5, 5.23=-013I280, 6-23=25361713, 1234=10651300 Stiudural wood sheathing directly applied w43.10 cc pudins„except end verticals. Rigid calling directly applied or 541-4 oc bracing. Except 2-2-0 cc bracing: 24-26 6-0-0 oc bracing: 20-22 10-0-0 cc bracing: 14-16 1 Row, at mldpt 9-19, 6-23 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft Cat II; Exp C; End., GCp1=0.18; MWFRS (envelope); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) A9 plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chard live load noncenaument with any other Eve loads. 6) Bearing at)dnt(s) 34 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 E7 uplift at)oint(s) except at --lb) 23=762, LOAD CASE(S) Standard o- V 7 / PE 76051 ijfi/FSSONf� /1��G\\\\�\ nus iruss lype 2e8AWiOn Arleen 1.1010 A-Wl Ani-n-gl A7 Rod Spedal 1 7 Job Reference o 'ca r'r •,,,,•�,, „��.�«=,a,'�•.,•�, R IR25YsW?pnWg5Mnorl OCoyODm43700IWev5Kn7SAo2xaCtLOoJksoFiNJhW5A,mo? 2-00 M15 726 3a 73Q0 204-0 Z7-&0 32-00 3850 12-001 59�5 I BS71-0 I 74e ' �' Dead Load Dell. =118 In 6.0012 2x1 II 5ffi= 6 7 8 _ _ 2x4 II 418 9 5ffi — 5ffi _ 3ffi i 3x4 1 10 11 4 N9 WB 1N1 3 Vw13 qq 31 4 2 2x4 II 2 a 1 2B 4 13 12 26 25 24 22 201s 18 17 18 15W = 4x5 = 2x4 11 NOP2X SIP= 3x12 = 3x13 = 3x4 = 2x4 11 315 = 4x4 II axis= 2x4 II 4X7 =4x5 = 5x4 = Plate Offsets (X,Y)- [6:0.6-12,0-2-12), 123:0-2-0,Ed0e1. [8:0-6.0,0-2-8], [10:0-5-4,0.2-12], [11:0-3-0,0-0-0], [12:0-24,0-2-0), [14:0-2-12,0-2-8], [18:0-5.12,0.14g, [21:03.12,Edge], [220-2-0,030], 125:0-2-0.0-0-81 f27:0-2-30-1-07 LOADING(psf) SPACING- 2-0-0 CSL DEFL. M (loe) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) .0.08 14 >999 240 LIT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.95 Vert(CT) -02018.19 >999 180 BCLL 0.0 Rep Stress lmr YES WB 0.66 Horz(OT) 0.05 34 n/a n/a BCDL 10.0 Code FBC2017RP12014 Matrix -MS Weight 270 lb FT=20-A LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Excepr B2,B7: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* W14: 2x4 SP No.2 OTHERS 2x4 SP No.3 *Except' WEBS BLt: 2x6 SP No.2 REACTIONS. (size) 22-M-0 (min. 0.3-0), 34=038 (min. 0-1-8) Max Horz22=299(LC 8) Max Uplifl22=851(LC 4), 34=275(LC 9) Max Gmv22=2778(LC 1), 34=1037(LC 18) FORCES. (Ib) - Max. CompJMax Ten. - All forces 250 0b) or less except when shown. TOP CHORD 23=3031877, 3.4=50611362, 4.5=-50111487, 5-0=58811707, 6.7=7151242, 7-8=715@42, 8.9=1562/438, 9-10=1619/402,12-30=139801,11-30=1381801 BOT CHORD 2-26=-0961359, 2526=6961359, 5.23=207/400, 22-23=1312/652, 21-22--1051/420, 21.29=151288, 6-29=51327,18.19=9881399, 17-18=222J990, 16.17=222/990, 13-14=-37WI588, 12-13=-375/1593 WEBS 3-26=174290, 323--ti671314, 6-18=-55511742, 7-18=5921341, &18=571/142, 14-16=2241967, 8.14=3011867,10-14--517/153,10-13=01271, 10-12=15711354, 5.22=502268, 6.22=2553//99,1134=-1138/312 Structural wood sheathing directly applied or 4310 oc pudins, except and verticals. Rigid telling directly applied or 5.2-13 oc bracing. Except 2.2.0 of bracing: 23-25 104-0 oc bracing: 19-21 1 Row at mldpt 6-18, 8.18,10.12, 6.22 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7.10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=5.Opst,, BCDL=5.0psf, h=16$ Cat II; Exp C; Encl., GCpl=0.18; M WFRS (envelope); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 pal bottom chord live load nonconcuaent with any other live loads. 6) Bearing at]oint(s) 34 considers parallel to grain value using ANSU(PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 to uplift at]oinl(s) except 0t4b) 22=851, 34=275. LOAD CASE(S) Standard %NCIENSF`�`L/i i. PE 76051 i` 1 '�. srA.10 ii�FsS�oNi�lENc� \\�� Job Truss russ Iwo M 266A mn AvalomNSservpl A9 Roof Spedal 1 1 Job Reference (optional) cY. 2x4 5hd = lixa 12 6 Dead Load Dot. -3116In' Lc4 II qy 13 Id Is le 15 15 415 = 2x4 II 3x5 = 3X6 = Us = Sxa = 3x5 = 4x5 = 6dI "Na" 1 i 0 s I 27n6-0 3VT4I 4-0 f Plate Offsets (X,Y1- f8:0-2-8,0.241 f120.415.0.1-21, f15:0-2-120341, f18:0-1-120-1-81 f20:0-2-30-1-01, f22:0-23 0-1-01 LOADING(psf) SPACING- 2-04 CSI. DEFL in pox) Wag IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.1614-15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vart(CT) -0.3615-16 >999 180 BCLL 0.0 Rep Stress Inv YES WB 0.79 Horz(CT) 0.09 12 rda n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight2731b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins. BOT CHORD 2x4 SP-No2 BOT CHORD IWO calling directly applied or 2-2-0 oc bracing. WEBS 2A SP No.3 WEBS 1 Row at midpt 7-16, 7-15 OTHERS 2A SP No.3 WEDGE Right 2x4 SP No.3 REACTIONS. (size) 19=0-11-5 (min. 03-0),12=0-8-0 (min. 0.2-1) Max Ho219=224(LC 6) Max Uplift! 9= 695(LC 8). 127--S19(LC 9) Max Grev19=2643(LC 1).12-1766(LC 1) I FORCES. Qb) -Max. Comp./Max. Ten. -All forces 250 (m) or less exceptwhen shown. TOP CHORD 2.3=3551975, 3-0=1251/383, 4.5=10591410, 5{1---150&/563, S-7=14491550, 7.8=17591676, 8-9=20461719, 9-10=2572/855, 1(I.11=2660/841, 11-12=29171886 BOT CHORD 2-19=7651394,18-19=765/558,17-18=172/1072,16-17=-172/1072, 15-18=220/1738, 14-15=421/2096,12-14=654/2514 WEBS 3.18= 40712018, 5-18=8351263, 5-16=1391328, 6-16=.3291859, 7.16=10591492, 8.15=1791631, 9-15=6141339, 9.14=142/476,11-14=347/272, 3.19=23481739 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu"- 60mph (&second gust) Vas&=124mph; TCDL=5.Opsf; BCDL=5.OpsF h=1611; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) Ali plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord five load nonconcurtentwith any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except Gt=4b) 19=695. 12-549. LOAD CASE(S) Standard PE76051 01 I 2x4 Dead Load Defl. = 6/76 i i 4x5 = 2x4 II 3x9 = 316 = 34 = 3x8 = 214 11 4x5 3x6 = tM 4- 5 12815 1 204-0 1 294--0 �'� 36-10-9 44-6-0 2x4 II 12 Plate Offsets (X Y)— I3:0-3-12.0-1A1 f8:04.8 0.241 I71 047 0-t-21 [18:0-3-0 0-1-e]120:0-2-30.1-011220-2-3 0-1-01 LOADING(psf) SPACING- 2-M CSI. DEFL in (=) lfdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -023 14-18 >999 240 M120 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.57 14-16 >838 180 BCLL 0.0 Rep Stress Inv YES WB 0.86 Horz(CT) 0.10 11 We n/a BCDL 10.0 Code FSC2017fTP12014 Matrix -MS Weighc2591b FT=20-A r_ra UBe - BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No2'Except- BOT CHORD Rigid ceiling directly applied or 24-0 oc bracing. 82: 2x4 SP M 31 WEBS WEBS 2x4 SP N0.3 1 Raw at midpt 5-16, 7-16, 7-14 OTHERS 2x4 SP N0.3 REACTIONS. (size) 19=D-11.5 (min.0-2-14),11=11-e-0 (min. 0-2-4) Max Horz19=224(LC 8) Max UpfdH9--661(LC 8), 11=574(LC 9) Max Gmv19--2416(LC 1). 11=1894(LC 1) FORCES. 0b) - Max CompdMax. Ten. -Ali forces 250 0b) or less except when shown. TOP CHORD 2J=3051739, 34=18601487, 45=16411505, 5-0=18721624, 6-7=1830/596, 7-8=21911757, 8-9=25451783, 9-10=2933/904, 10-11=31461887 BOT CHORD 2d9=575/320, 18.19=575/509,17-18=346/7560,16-17=346fl560, 1&16=403/2324, 14-15=40312324, 13-14=652i2702,11-13=852/2702 WEBS 3-19=2254/722, 3-18=47412249, 5.18=5781227, 6-16=324/1073, 7-16=1166/533, 7-14>2831159, 8-14=171f767, 9-14=fi34/346 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7.10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsh BCDL=5.0psf; h=16ft Cat 11; Exp C; End., GCpi=0.18; M WFRS (envelope); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondmg. 4) AD plates are M1720 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord lwe load nonconcurrentwith any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (p=1b)19=661 11=574. LOAD CASE(S) Standard �1u1ri1//� —44 'pE 76051 t �`. 3TA 7 -'�WAL . - \\N- I 8/1111111V0 1 L .1013 1 ruse 1we LAY MW266Avalw Mwn AvalorvArdun>il Att RWSp cW 1 IM 1 Job Reference (optional) __.- ------- ... ..,.....,,,,,,,w,,....,,»................,,.„w ID:26Ys9447Wnm12gSMnodCoyODmx gEWGFZazggD eSlWYZLGyBSVvrb309Lxropc c2-0-0 Bb15 I 12A15 I 19-0-0 1214.0 28.8-0 I 32A-0 I 37-10-9 I 44A-0 P6�80 2-0-0' 6515 830 63-1 2.8-0 7.o-0 44L0 5-2-0 2x4 II 2 1 g 4x5 = 5x5 = 6.60 12 6 3x5 G 3V6 1 5 3x84 4 3 5x5 = 7 19 18 17 16 15 NOP2X STP= ad = 4x6 = 3x5 = 3x5 = 3x4 // 5x5 = 5x5 = 8 14 0 tfI 13 2x4 It 2x4 II 2x4 II Dead Load Den. = 318 in 2x4 10 , 1 NOPV STP= 2x4 II pypy F ld 12 2x4 11 2x4 11 2x4 11 2x4 II 2x4 II 4-0.0 I It." 19-06.0 21-&0l 27-" � 43-11-8 4�-0 Plate Offsets (X Y} 13:0.2-12.0.14e1 (6:0.'i-00.2-81170-2-60.2-41 IB'0-2-80.2-121 (9.0.2-80-2.41 I11:0-0-150.121 [14'0-3120.3A1 I20'42J 0-1A]f22'0.2.30.1.01 LOADING(psl) SPACING- 2-0-0 CSL DEFL in (Ioc) Well ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0A114-15 >999 240 MT20 244190 TCOL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.7614-15 >638 160 BCLL 11.0 Rep Stress Ina YES WB 0.91 Horz(CT) 0.10 11 Na rue BCDL 10.0 Code FBC2017/TP@014 Matra -MS Weight2991b F17=20% LUMBER- - BRACING - TOP CHORD 2x4 SP N0.2 -Except- TOP CHORD T4: 2x4 SP M 31 BOT CHORD BOT CHORD 2X4 SP M 31 'Except! WEBS B1: 2x4 SP No.2, F2' 2x4 SP N0.3 JOINTS WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right 2x4 SP No.3 REACTIONS. (sae) 19=0-8-0 (min. (3.2-13),11=6-6-0 Max Horz19=211(LC 6) Max Uprift19=.639(LC 8), 11=574(LC 9) Max Gravl9=2380(LC 1), 11=1929(LC 1) FORCES. Ob) -Max. CompJMax. Ten. - Ali forces 250 Ob) criess except when shown. TOP CHORD 2a=311/847, 3.4=1908/464, 45=18061490, 5E=2017/835, 6.7=17221608, 7.8=2034/597, "--27761865, 9-10=3013(929, 10-11=3239/924 BOT CHORD 2.19--6641386, 18-19=240/855,17-18=35011701, 16.17=350/1701,15-16=207/1722, 14-15= 523/2776,13-14=.454/2388,11-13=88212796 WEBS 3.19=2587nll% 3-18=130/1018, 5-18=5061199, 6-16=1541473, 7-15=1301621, 8-15=1409/576, 8.14=-361/196, 9-14=1471716, 9-13=174/486, 10-13=374292 Structural wood sheathing directly applied or 2-3-0 oc pur8ns. Rigid calling directly applied or 6-0-0:oc bracing. 11 Row at midpt 5-16,8.15 1 Brace at Jt(s): 13 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opst BCDL=5.0ps1; 11=16$ Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left 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 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 buss to bearing plate capable of withstanding 100lb uplift at)oird(s) except Qtdb)19=639 11=574. LOAD CASE(5) Standard \\IIII1I //// PE 76051 (� i r _O D R t� TONAL S \\\\' /11111110\\ I l RoofSpedal 1 gait; 2x4 II 2 22 4x5 = NO P2X STP= 2x4 II 6.00 12 _ 3x6 i 3x54 5 4 4x5 1,3 U2 21 3x9 = Dead Load Dell.=114 in 5x7 = _ — 6 7 4 5x5 = 5x7 = 8 9 3x5 1 11 q 4 W7 4x5 1 0 12' 2p 17 11 2 4 19 18 13 316= 3x5= 3x8= 16 15 14 13 3x4 II 3x10 = 3x5 = 3x5 0 4-0-0 4 -0 108-0 l 17-0 1 2384 I 30-9-0 1334--0j4&0 311-10-4 44-" i Plate Offsets (X,Y)- 16:0-5-4,0-2-81, [7.0Sg0-2.81, [8.0-0.0,6.1-12], [8:0-2-12,034], t15'04-12 0-1-6] 117'05-12 0.341 [18'0-2-00-1.8][21'0-3-6 E9:0-1-12,0-0-0], [10:0 iti-1-121. [12:0-2-4,0-2-01, [130-2-12,0.1-8], [14:0-2-0,0.1-81, 0-"I f29'0-23 0-"] LOADING(psi) SPACING- 2-M CSI. DEFL in OW) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC. 0.91 Vert(LL) 0.1617-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 Sc 0.91 Vert(CT)-OA117-18 >999 180 BCLL 0.0 Rep Stress Ina YES NIB 0.86 Hoa(CT) 0.14 13 nfa n/a BCDL 10.0 Code FBC20177rP12014 Matrix -MS Weight2951b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD Sbuctumlwood sheathing d'veetly applied, except end verticals. T4: 2x4 SP M 31 SOTCHORD Rigid ceding directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except- WEBS 1 Row at mfdpt 6-19, &18, 10.15 B3: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2[4 SP N0:3 REACTIONS. (size) 13=Mechanicel, 22=0-8-0 (min. 0.2-13) Max Horz22=200(LC 8) Max Upliftl3=495(LC 9), 22---820(LC 8) Max G=13=1768(LC 1), 22=2383(LC 1) FORCES. (Ib) -Max. CompdMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=287/711, 34=1835/414, 45=-1656/429, 58=20091549, 6-7=2015/655, 7-8=23481650, 6.9�3106/919, 9-10=30811911, 10-11=21231677, 11-12--2011/575, 12-13=17101518 BOT CHORD 2-22=562r304, 21-22=5621431, 20.21=32911555,19-20=-32911555, 1&19=27711699, 17-18=-672/3106, &17=619215, 14-15=43811727 WEBS 3-22=2244/665, 3-21=46112257, 6-21=867232, &19=141264, &18=219/608, 7-18=74/576,&18=13601545,15-17=42112033,10.15=1035203, 10.17= 4712165, 11-14=586226, 12-14=44511797 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-sexind gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16tt Cat 11; Fxp C; Encl.. GCPF-0.18; MWFRS (envelope); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondng. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrentvdth any other live loads. 6) Refer to girder(s) for buss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt-Ib)13=495, 22-620. LOAD CASE(S) Standard i* j_PO'C i/j/Fss'ONA"ENG\\�� PA I .2x4-11_ ____ 6 7 8 3x6 i M T 4 5 5%/ 0 5x8 = 2x311 e 2x4 II 2 23 4x5 = NOP2X STP= 3x7 = 22 21 20 19 18 3x6 = 34 = 3x8 = 3x6 = 3x5 = 16 15 14 3x4 11 3x10 = LOADING(psf) SPACING- 2.04 CSI. DEFL in (too) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.20 16 >999 240 TCDL 15.0 Lumber DOL 1.25 8C 0.93 Vart(CT) -0.48 16 >999 180 BCLL 0.0 BCDL 100 Rep Stress Inc YES WB 0.99 HOR(CT) 0.20 13 Na n/a Catla FBC2017M 12014 Matra -MS LUMBER- BRACWG- TOP CHORD 2x4 SP NO2'Except' TOP CHORD T4: ZA SPM 31 BOT CHORD 2x4 SP N0.2'Except' BOT CHORD B5: 2x4 SP No.3 WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (size) 23=0-8.0 (min. 0-2-13),13=Mechanical Max Horz23=182(LC 8) Max Up=3=591(LC 8), 13=466(LC 9) Max Grav23=2397(LC 1). 13=1796(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (b) or less except when shown. TOP CHORD 2-3=2971708, 34>251/562, 4-5=230/711, 5-6=1913/462, 6-7=21981577, 7-6=2198/577, 8-9=70611767, 9-10=3593/927, 10-11=21381607 BOT CHORD 2-23=W3/320, 22-23=-341/l418, 21-22=341/1418, 20-21=-3W/1709,19-20=356/2300, 18-19=-356/2300,17-18=748/3625, 9-17=781/232, 13-14=39711588 WEBS 3.23=364/260, 5-23=2723/564, 5-21=113/465, 6-21=265/l98, 6-20=257/909, 7-20=-4111241, 8-18=274/1072, 10-17=53312597,10-14=1189/236,14-17=386/2034, 11-14=57/429, 11-13=21741554, 9-18=1336/493 Dead toad Deb. = 5/16 in 3x6 O 11 3x4 II 12 13 1�4 Sx5 = PLATES GRIP MT20 2441190 Weight290lb FT=20"k Structural wood sheathing directly applied or 2-10-15 oc pudins, except and verticals. - Rigid calling directly applied or 2-2-0 oc bracing. Except 10-0-0 oc bracing: 15-17 1 Row at midpt 523, 6-21, 8.20,11-13 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=160mph (3-setond gust) Vasd=124mph; TCDL=S.opsf; BCDL=S.Opst h=16fk Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) Ali plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconaurrentwfth any other live bads. 6) Refer to girders) for buss to inns connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of wfmstanding 100 lb uplift atjoim(s) except (Il=1b) 23=591, 13=466. LOAD CASE(S) Standard uunr��. PE76051 i _ aa1 Job 815e inits type Y MW266A Arlsan A121o;i-MwwW A14 Roof special 1 1 Job Reference opfion ID25Vs944?Ianmi2g5MnorlCoyODM-?PwIuGblGgFoa B k;rcCO3YGTOt8LI6111Rroju -2-6-0 e-7-7 13A0 4-M 8� 421 44A-0 ' 2-0-01 20," 27-8-0 3383-03 6-7-7 I BJ-9 I 7-44 I 7d0 I 7-0-0 7 7-0T25-0 5x8 6.0012 2x4 II so= 5— — _ 6 _— 7 3x5 4 3x6 4 = 5x5 = J NOP2X STP= >74 ��y711 2x4 II 2 a 1 24 II 2322 21 2019 1 18 16 I 5 4x8 = 4XS 3x8 = 315 = 2x4 II 2x411 2x4 II 2x411 3x5= 4x6= 15 14 2x4 11 2x4 11 2x4 1t 3x4 11 21r4 II Dead Load Del. = 318 in 13 12 3x5 =5x5 = LOADING(psf) SPACING- 2-041 CSL DEFL in Qoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.89 Vert(LL) .025 18-19 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.82 I Vert(CT) -0.60 18-19 >890 180 BCLL 0.0 Rep Shares Inv YES WB 0.79 Horz(CT) 0.31 12 n1a n1a BCDL 10.0 Code FBC2017TfP12014 Mabco-MS Weight30316 FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Exoepr T2,T3,T4: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 -Except' B5,F2: 2x4 SP. No.3, B4,B2: 2x4 SP No.2 WEBS 20 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left 2x4 SP No.3 REACTIONS. (size) 12=Mechaniral, 2=0-8-0 (min. 0-143) Max Hoa2=196(LC 8) Max Upfiftl2--502(LC 9), 2=517(LC 8) Max G2v12=1000(Lc 1), 2=2151(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except and ver5rals. BOT CHORD Rigid ceiling directly applied or7-3.15 oc bracing. Except S-M oc bracing: 2-24, 23.24 WEBS 1 Row at mldpt 8.19.8-16 JOINTS 1 Brace at Jt(s): 24, 16 FORCES. Qb) - Max. CompJMax.Ten.- ANforces 250 Qb) or less except when shown. TOP CHORD 2.7=37251794, 34=.7545/808, 4-5=31981T74, 54=33531868, 6-7=3353/868, 7-8=-3622/813, 8-9=31271815, 0.1"5921876 BOT CHORD 2-24=79513231, 23-24=795/3231, 22-23=447@r75, 21-22=.647/2775, 20.21=426/3166, 19-20=62613166, 18-19=1077/4819, 17-18=1074/4824, 16.17=1074/4824, 9-16=248/1303,12-13=297/1198 WEDS 4-23=5427317, 5-23=841493, 6.21=3221904, 6-21=580I338, 7-21=2101459, 7-19=1771913, 8.19=1834/610, 8.16=21461447,10.13=574I196, 10-12=22431556, 13-16-334/1316,10-16=452/2063 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=S.Opst,, BCDL=S.Opsf, h=1611; Cat It; Exit 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) Ali plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord five iced nonooncurrent with any other rive loads. 6) Refer to girder(s) for truss to buss connections. 7) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 b uplift atjoud(s) except (p=lb)12=502, 2=517. --•- LOAD CASE(S) Standard `, IIII/ / PE<76051 IOINI I�i1�NG \\\\ Job Innis iype M 268A Ml Aria AvdIMFMisan-d A75 jQty Ruor Special 1 INY 1 Job Reference (opfton .bOMM I .Kf'IM FL,3951 r Dead Lead Deft. =1Q in 5� 9r5.= 3x6= 2x4. 11 __ 4 5 6 7 8 6JID 12 3y5 i SxS Mr20HS= 4e = 4x5 = 3 9 0 11 NOP2X SiP= 2x4 t II 2 b 22 II 21 20 19 Is 17 16 15 20H bx6 = 4x6 = 3x5 = 3x8 346 = 1 2x4 II 2x4 It 2011 3x5= 54 WB= 14 13 12 2x4 11 2x4 II 2v4 11 3x4 It 4x9 = 3x5 II 2x4 11 LOADING(Psl) SPACING- 2-0-0 CSL DEFL in Qco) Wait Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.39 18 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Ved(CT) -0.8318-16 >844 180 SCLL 0.0 Rep Stress Inv YES WB 0.98 Hoa(CT) 0.38 12 We n1a BCDL 10.0 Code FBC2017/fP12014 Matrbo-MS LUMBER- BRACING. TOP CHORD 2x4 SP No2 *Except* TOP CHORD T4: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP No.2-Except' WEBS B1,B3:2x4 SP M 31. B4,F2 2x4 SP No.3 JOINTS WEBS 2x4 SP No.3 *Except' %%: 2x4 SP M 31 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 12-1VIechanical, 2=04" (min. 0-1-13) Max Horz2=210(LC 8) Max Up8ft12= 486(LC 5), 2�500(LC 5) Max Gmvl2=2000(LC 1), 2=2151(LC 1) FORCES. (lb) -Max. COmp./Max. Ten. -All forces 250 (lb) or less exceptwhen shown. TOP CHORD 2-0=-3728/897, 3-0=433491880, 45=-374511060, Sii=493011071, &7=4830/1071, 7-0�3930/1071, 8.9=4009/970, 9.10-4927/1320,10-11=1685/398,11-12=1957/498 BOT CHORD 2-22-880PJ241, 21-22-880/3241, 20.21-778/2826, 19-20=77&2926, 18-19=1005/3745,17-18=807/3515, lrW1 807/3515, lr.16=1348/5991, 9-15=12851380 WEBS 3.21=396/249, 4-21=-66/401, 4-19=40511195, 5-19=-6851337, 5-18-1051327, 7-18=-4531262, 8.18=2841726, &16=156/916, 9.16=26=757,13-15=417/1763, 10-15=1090/4798,10-13=2550/674,11-13�586r2483 PLATES GRIP MT20 2441100 MT20HS 1871143 Vftht299lb FT=20% Structural wood sheathing directly applied, except end verBnls. Rigid ce0ng directly applied or 5-10-15 cc bracing. 1 Row at midpt 9-16 1 Brew at Jt(s): 22 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7.10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=5.0psh BCDL=S.Opsf h=16% CaL II; Exp C; End., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 pate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5)This buss has been designed for a 10.0 psf bottom chord live toad nonooncu entwith any other rive loads. 6) Referto girder(s) fortnlss to lass connections. 7) Provide mechanical connection (by others) of lass to bearing plate capable of withstanding 1001b uplift atjoird(s) except (Itdb)12=486, 2=500. -LOAD CASE(S)Stand d V �. PI gi /SS��NAitENG V Job NA rus5 ype UMWAWIMArtisan I valomAdisangl A16 jQrY IMY Root Special 1 1 Job Reference (optional) .._.. __�_ .�_.-_._.....-.........,.....b..,.......�o...a,.o......,... ,.,.o,,...........,,.,.,� .ate , ID'25Ys9447pnmi2g5MrpdCayODa-P_boK7tivZWaNltxjtlllYGrgWLmHebgJn_4WiM7uajr 2-0-0 4S4 8-0-0 14-11-7 20.9-1 31�0 34-5-8 395-0 44&0 12-041 i 4B4 I W2 I 5-11-7 I 5-0.11 1 10.10.15 I 2-9-8 i 417A I 530 h Dead Load Dell. =7116 in _____ _ _ -_: _5x6=_ . •. - 36= 6.00 rl2 4 2X4 0 f 3 e�e�jll NOP2X STP= t 2x4 II 2 JW . 1 54 21 20 4x6 = 2X4 It 415 = 3X5 = 2X4 11 br411 2X4 It 2x4 11 2X4 II 2x4 II -- - 3x5 = 3X6 = 3X4 11 54 = 6 7 8 9 5X5 = 415 = 10 18 6 19 3x5 = 17 16 t5 14 3X4 It 4x12 = 4x6 = 3X5 = 3X4 11 12 ti 13 Sx5 = 84F0 �0.7� 14-11-7 t 20--1 I 26- 0 1 31-8-0 39. 0 I 44-8-0 h Plate Offsel5 Of.Y1- 12:0-S7.0-1-21 [4:080.0-2-81 ts:oli4 a2-et 113:Os-B a2-i21 114:0.24 a1-81 116:0-5.8 0-2-4) 111&04.0 0-3-1 [i :(1-2-4 0-1.8t L2 0.1.0) LOADING(psl) SPACING- 2-0-0 CSI. DEFL in poc) lide6 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.4218.19 >999 240 MT20 2441190 TCOL 15.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.8118-19 -663 180 BCLL 0.0 Rep Stress Ina YES WB 0.95 Hoa(CT) 0.26 13 n1a n1a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight3061b FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP No.2 TOP CHORD Structural mod sheathing directly applied, exceplend verticals. BOT CHORD 2x4 SP No.2 -Except-, BOT CHORD Rigid ceiling directly applied or 64-14 oc bracing. Except B1,BT. ZA SP M 31, B3,F2:2x4 SP No.3 7.8-0 oc bracing: 2-22 ' WEBS 2x4 SP No.3 •Except• WEBS 1 Row atmidpt 10-14,11-13 W4:.2x4 SP No.2 OTHERS 2x4 SP N0.3 WEDGE Left 2x4 SP No.3 REACTIONS. (size) 13=Mechanica1, 2-0-e-0 (min.0-1-13) Max Horz2=223(LC 8) Max UprdU3�592(LC 5). 2-558(LC 5) Max Grav13=2001(LC 1), 2=2151(LC 1) FORCES. pb) - Max. CompJMax. Ten. - Ali forces 250 (Ib) or less except when shown. TOP CHORD 2J=3746/1056, 3d=346611008, 45=426011333, 5-6--4747/1465, 6-7=458411397, 74--4584/1397, &9=4565I1393, 8-10=4100/886, 10.11=17531507 BOT CHORD 2-22=101713255, 21-22=913/3061, 20-21=91313061, 19.20=131114260, , 18.19=144314747, 8.18=4041234, 15.18-84312926, 1415=.843/2926, 13-14=507/1753 WEBS 3.22=254230, 422=16/342, 420-54511585, 5-20=-669/380, 5-19=200/682, 6-19---300/191, 6-18=327/89, 9-18=81512502, 9-16=657271,16.18=81012880, 10-16�390/201,10.14>1720/492, 11-14=284H396, l l-13=25111725 NOTES- 1) Unbalanced roof foe loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsh BCDL=5.Opsf, h=16$ Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonomic urent with any other live bads. 6) Refer to girder(s) fortruss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oim(s) except lit=lb)13=592, 2=558. LOAD CASE(S) Standard h STA inn ..l-%zi J :W o N\Y ell //�)jjjl\%\\\ I o ruse I Was TYPO MW263Avabn Anieen Avalory wire it A17 1Lay Hax Hp 1 1111Y 1 - _. _. -,--. _ Joh Reference o `an aii ....... odwa.a.....o..cn.wa...�. ID•25Ys84471anmi2g5MnCoyODnt 1B9AkeeXJgiDxeW nrBlGnp2MiDAb9Kc6xDkGFuRzrolq 088 -2-00 7-0-0 147-7 2&14 29614 37be d46-0 2-0-0848 -7-7 7511 7511 7.St1 6 one 510 = 3x5 - 2x4 11 306 = 3x5 = 3x6 = 4x8 = Dead Load Defi. = 5116 in 3x4 11 11 41t5 = 20 19 18 77 16 15 14 13 12 3x4 It 3s6 = 5z6 WB= Us = 3x5 = 2x4 II 5x5 = 3x12 = 4S = 0U 72-0-0 1 147-7 I 22c1,4 F 29814 I 374)-9 I 448-0 1 Plate Offsets (X Y)- I3 0-1.12 0-i-01 I4 0-G4 0-2-01 170:0.2-004-e) [12'0-2 8 0-212L I14-0.2-0 0-1-01 I1 B'O— 12 0-1.81 [19'0-24 0-1-8] [21:0-2-4 OA-01 I22'0-2-3 0-1-01 LOADING(pso SPACING- 2-a0 CSI. DEFL in Doc) 8dell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.30 16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) •0.50 1418 >928 180 BCLL 0.0 Rep Stress Ina YES WB 0.98 Hom(CT) 0.10 12 Na Na BCDL 10.0 Cade FSC20171fP12014 Matrix -MS Weight 270 lb F7=20% LUMBER - TOP CHORD 2x4 SP No.2 •Except- T22x4 SPM 31 BOT CHORD 2x4 SP No.2 •Except- B2: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 20 SP No.3 BRACING- TOP,CHORD Structural wood sheathing directly applied, except and verOcels. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Raw at midpt 4-18, 6.18 2 Rows at 1/3 pis 10-12 REACTIONS. (size) 12=Mechanical, 240-8-0 (min. 0-2-9), 21=041-0 (min. 0.2-9), 2=0-8-9 (min. 0-2-9) Max Horz2-217(LC 8) Max UplifH2=649(LC 5), 2=199(LC 1), 21=664(LC 5). 2=199(LC 1) Max Gmvl2=1964(LC 1), 2=241(LC 5); 21=2397(LC 1) FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (m) a less except when shown. TOP CHORD 2-3=4821597, 34=2128/600, 4-5=J26811076, 5-0=3268/1076, 6-7=378411251, 7-8=378411251,8.9=3424/1135, 9-10=.942411135 BOT CHORD 2-21=-4671193, 3-21=2325/670,18-19=56711789,17-18=125113784, 16-17=125113784, 15-16=1135/3424, 14-15=113513424, 13.14=731/2202,12-13=731/2202 WEBS 3-19=-65812022, 4-19=6261326, 4-18=657/1848, 5-18=5651329, 6-18=849/232, 8-16=1461452, 8-14=7851380, 10.14=408/1537,10-13=0Y324,10-12=27361908 NOTES- 1) Wind: ASCE 7-10: Vult=160mph (&second gust) Vasd=124mph; TCDL=5.OW. BCDL=S.Opsh h=16% Cat II; Exp C; End., GCpi=-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to preventwater pone ing. 3) A8 plates are MT20 plates unless otherwise indicated. 4) This buss has been designed for a 10.0 psf bottom chord live load noncenctlrrent with any other live loads. 5) Refer to girder(s) for buss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 81 uplift atjoint(s) except (It--Ib)12=649, 2=199, 21=864, 2=199. LOAD CASE(S) Standard i V111111!//� �€ 76051 STA Y g 10NA Job N5s MW266Avalan Ptlisan AVWCrvArtisarvgl•, Afa JUIY tlatf Hip 1 JMY 7 Job Reference (optional) --ID25Ys94471auM2g5MIrorICayDDni-tB9AkeeXJgiDrz8N5vBIGnp2MNVA�CdixDkGFuRuo)q -2-0-0560 19-04 20.70.72 28-9-0 38-7-12 448.0 2-0-0438 B4)4 7.108 7-1a8 -708 604 x - Dead Load Del =318 in 6.00 12 5x9 = 4 2x4 II 5x10 = 2x4 II 3x6 = 4x9 = 5 A l o 3x4 11 10 4x5 = 18 17 16 15 14 13 12 11 30 II 3x5 = 4rd1= 4x8 Mr20HS= 2x4 II W2 MT20HS= 2x4 II Sx5 = 0�6 S-0-0 1341-4 20.1a12 28-8-4 3ri7-12 44A-0 rr.s.sh du I anw I z,ns I (— I I Plate Offsets (X,Y) - [3:0.2-0,0-2-0], 120:0-2-3.0.1-01 [4:0.7-0,0-2-8], [6:0312,030]. I9:0.2.4,0.1.81, I71:0.2-8,0.2-12], I13:OS12,030], I76:0312,0.FO), [17:0-1-12,0.1-8I, I19:0.2A,0-0-01, LOADING (PA SPACING- 2.)-0 CSt. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.3613-14 >999 240 191720 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.67 13-14 >777 180 MT20HS 1871143 BCLL 0.0 Rep Stress Inch YES WB 0.96 Hcrz(CT) 0.09 11 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS )A ight2551b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP.M 31 -Except- TOP CHORD T1: 2x4 SP No-2 BOT CHORD 2x4 SP No.2'Except' BOT CHORD B2: 2x4 SP No.3, B3,B4:.2x4 SP M 31 WEBS WEBS 2x4 SP No.3.'Except' W4: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 11=Mechanical, 2--0-8-0 (min. 0.2-9), 19=0-8-0 (min. 0.2.9), 2-0-8-0 (min. 0.2-9) Max Hom2=167(LC 8) Max Up9ft11=851(LC 5), 2=212(LC 3). 19=-804(LC 5), 2=167(LC 1) Max Grav11=1955(LC 1). 2=155(LC 5), 19=2364(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -Afl forces 250 0b) or less except when shown. TOP CHORD 2-3=281/554, 3.4=1814/531, 4-5=3704/1232, "-3704/1232, 6-7=426311418, 7.8=-427511424, 8-9=4275/1424 BOT CHORD 2-19=4971155, 3-19=2213R65, 16.17�49311531, 15-16=151914570,14.15=1519/4570, 13-14=152014566,12-13=9292788, 11-12=929f2788 WEBS 3-17-=-636/1960, 4.17=8701394, 4-16=-8672519, 5-16=-6071349, 6-16=1005/340, 6-14=0/311, 6-13=356/120, 7-13=z361306, 9.13=57511727, 9-12-0/342, 8-11=-3204/1069 Structural wood sheathing directly applied or 3-2-2 oc puffins, except end verticals. Rigid caging directly applied or 2-2.0 oc bracing. 1 Row at midpt 4-16, 6-16, 6-13 2 Rows at 113 pis 9-11 NOTES- 1) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.opsf, h=1611; Cat II; Exp C; End., GCpi-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumentwith any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at)oint(s) except at4b) I I=651, 2=212,19=804, 2-212 LOAD CASE(S) Standard I[J-1/1. PE 76051 I it `. STA 7 - �i0'c�� ORID `\ to Nag jruss lype ICKY IFFY MW 265 VakAl ANsen mtu Artsenpl A19 Hoff ft 1 1 Job Reference 18 heT all • IterLa.23es Or121201ag5MMri oyOD gDtw9 Sodb3gSg Inc. uTS2 zK8o 'A1 31019 Pa9e1 oe-e ID:25y99447Fanmi2g5MrwdCoyODno-gZFiw9JgortizffiSgIJAIFuTS2OzKeoD(Dg21MzKzm -2-M 300 10da 1&TI.4 23-100 30a-12 37-74{ 44aJ/ 2-0-0 238 7-0.a 6t0.12 6-10-12 8-10.12 6-10.12 7-0E 8.00 12 5� = ar4 II Us 4 j I R 2xs 319= 3x6= 2x4 II 3x10= 3x6= 2x4 it Dead Load Deb. = e/16 hi ~=12 4x6 = 22 21 20 19 18 17 16 15 14 13 3x4 11 3x7 = 4x10 = 5x10 MT20HS NIB= 34 = 2x4 II 4x10 = 3x5 11 4x10 MT2014S= LOADING(pst) SPACING- 2-04 CSL DEFL. in 000) Udell Ud PLATES GRIP TCLL 20.0 Piste Grip DOL 1% TO 0.85 Vert(LL) 0.52 17-18 >999 240 MT20 2441190 TCOL 15.0 Lumber DOL 1.25 Be 0.80 Vert(CT) -0.9517-18 >551 180 MT20HS 187M43 BOLL 0.0 Rep Stress inrr YES WB 0.80 Horz(CT) 0.05 13 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 251 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M.31 `Except. TOP CHORD Structural wood sheathing.dnectly applied or2-11.4 oc purlinsr except Tt: ZO SP No2 end verticals. BOT CHORD 2x4 SP M.31 'Except' BOT CHORD Rigid ceiling directly applied or 5-10-8 to bracing. B7,B2 2x4 SP N0.2 WEBS 1 Raw at midpt 4-20, 6-20, 9-14,12-14 WEBS 2x4 SP No.3'Excepr WJ: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (sae) 13=1viechanical, 2=0-" (min. 62-10), 23=0-8-0 (mtn. 0-2-10), 2--0-&0 (min. 0-2-10) Max Hoa2-117(LC 8) Max Upl'dH3= 650(LC 5), 2=544(LC 3), 23=913(LC 5), 2=540(LC 1) Max Grsvl3=1948(LC 1), 2=235(LC 5), 23=2745(LC 1) FORCES. go) - Max. Comp./Max Ten. -Ali forces 250 go) or less except when shown. TOP CHORD 23=455/976, 3-4=11741351, 4-5=378111264, 56=378111264, 6-7=5757A 922, 7-8=5757/1922, 89=5757/1922, 9.10=-3146/1050, 10-11=314611050, 11-12-314611050,12-13=1880/676 BOT CHORD 2-23=847274, 3.23=25251828, 20-21=3051940,19-20=178115335,18-19=1781/5335, 17-18=178115335, 16-17=1675/5017, 1576=1675/5017, 14-15=167515017 WEBS 3-21=-602N844, 4-21=1214/493, 4-2D=1087/3211, 5-20=5291303, 6-20=1764/588, 6-18--81275, &17=162/479, 8-17=-487/279, 9-17=2801840, 9-15=0270, &14=2124/710,11-14=521/300, 12-14=117613524 NOTES- 1) Wnd: ASCE 7.10; Vu0=160mph (3second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf, h=16fL CaL II; Exp C. End., (36pi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Ali plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord We load nonconcument with any other live Wads. 5) Refer to girder(s) for truss to truss connections e) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 m upliftatjoint(s) except (p=W)13=650 2=544,23=913;2=544. LOAD CASE(S) Standard PE 7y660,51%�i iA, OP Job truss N95 ype Y MW268A nArusan Ava!*, ✓"weal A20 HALF IOZIOER 1 1 Job Reference o 'on Jouuleln ,lose, Yl Ylel�,YL, AG'!el Kam a3 a W212o7o Y82tl a W zi wui u w I exiIgg 1nm vp R Le lf:[UA:1'.' YegBl g725Ys9447kmnu2g5MnortCoyODrs�iw9J90 IJAIFuT544zJuoXvDg2lMzH -r a1t-6 -248 83-0 W 17.1-8 2a1741 30610 37.7-it 44-7A 2418 11 538 55-4 a10.1 6-10.1 at0.1 aft-13 Dead Load Dell. = 114 in 6.00 12 Sx5 = 3x4 II 2x4 II 2 3 25 26 low 2x4 II 27 42a 4.8 = 29 530 WO MT20HS VJB= 31 326 7 33 Sx14 = 34 2 2z4 II 3x6 = 36 37 938 10 44 = 39 1 40 41 3x4 = 42 4312 j "5j11 22 44 45 46 21 47 48 49 20 50 51 19 18 52 53 54 55 1766 67 16 75 56 59 60 14 61 62 63 13 NOP2X STP= US = 2x4 II 3XS = 2x4 11 3x6 = 3x12 = 2x4 11 5x6 = Us = 5x14 = LOADING(psf) TCLL 20.0 TCOL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 125 Lumber DOL 125 Rep Stress lnc7 NO Code FBC2017rrP12014 I CSI. TC 0.73 BC 0.88 WB 0.90 Matrix -MS DEFL in (hoc) Udell Ud Vert(LL) 0.2814-15 >999 240 Vert(CT)-0.4614.15 >712 180 Hom(CT) 0.08 13 n/a n/a I PLATES MT20 MT20HS Weight 239 lb GRIP 244/190 .- 187/143 FT=20 LUMBER- BRACING - TOP CHORD 2x4 SP M 31 •ExcepC TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc pudins, except Tt: 2x4 SP No2 end ver8rals. ' BOT CHORD 2x4 SP No.2-ExcepN BOT CHORD Rigid ceiling directly applied or 6-0-0 co bracing. B3: 2x4 SP M 31 WEBS 1 Row at midpt 5-18, 8-18 WEBS 2x4 SP No.3 *Except* 2 Rows at 113 pts 11-13 W5: 2x4 SP M 31 OTHERS 2x4 SP No.3 REACTIONS. (size) 13=Medhanicel, 18=0-11-0 (min. 0S0), 22=0-7-8 (min. 0.1-8) Max Hom22--66(LC 6) Max Uprift13=629(LC 4),18=1593(LC 5), 22-- 330(LC 4) Max Grav13=1694(LC 1), 18=4251(LC 1), 22=933(LC 1) FORCES. (Ib) -Max Comp./Max Ten. - All forces 250 (Ih) or less except when shown. TOP CHORD 3-25=7851311, 25-26=785f311, 26-27=7851311, 4-27=7851311, 4.28=7851311, 28-29=785/311, 2930>7851311, SaO=7851311, 631=1191/3184, 31-32-1191PJ184, 39-00=373011387, 11-00=3730/1387,12-13=3031194, 2-22=-314/98 BOTCHORD 21.47=-4711166,47d8=471/166,48.49=471H66,20-09=4711166,20.50=471/166, 50-51=-0711166,1951=471/166, 19-52=4711166, 18-52-471/166,18.53=589/1578, 53-54=589/1578, 54-55--589H578,1755=-58911578,17-66�58911578, 5657=58911578,1657�589/1578,15-16=.58911578,15-58=1237/3311, 5659=123713311, 5MO0 1237/33ll,14.6D=123713311, 1451=1237/3311, 61-62-1237/3311, 6253=1237/3311, 13-63=1237/3311 WEBS 3-21=207/668, 4-21= 652/442, 6-21=53011404, 5-20=01316, 5.18=303011148, 7-18=723/475, 8-18=512211912, 8-17=01459, 8.15=-859/2313, 9.15=731/489, 11-15=161/451,11-14=0/487,11-13=345311291, 3-22-596/367 NOTES- 1) Wnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsh BCDL=S.opst h=16ik Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber D0L=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Ali plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load noncondumurtwith any other We loads 5)-Refer W 9r er s) fortruss to truss eonnecDons 6) Provide mechanical connection 18=1593, 22�30. (�' others) of Suss to bearing plate capable of withstanding 100 @ uprittatjoint(s) except (IY-Ib)\� J PE 76051` i S= Con0nued on page 2 )NAL ENS'\\\�� job ICUSS Iruss lype AvWbmNdsangl A20 jQrY HALF FOP GUIDER 1 JPIY t JMW256AYaIWAI5at1 Job Referenm o "oral "`^'��„„�^+. ��„+•_+�-. +"_�, Wn:u.L SUGlI mInYMCtl3J0alMniole M1lllWklMusNes, InG Fn aen 23 142 .44Za1e Faeaz NOTES- ID:25Ys844?kmmi2g5MnodCayODrx-Imdtgo dSaorFUslgURhfgNe7Xz8NviUWmagn 7) Hanger(s) or other connection device(s) shall be provided suRdent to support concentrated load(s) 80 to down and 121 b up at 1-8-4. 80 lb down and 121 lb up at 241-4. 80 lb down and 121 lb up at 484, 80 to doom and 121 lb up at 64", 80 lb down and 121 lb up at 8-8.4, 80 lb down and 121 lb up at 10-84, 80 lb down and 121 lb up at 12-84, 80 b down and 121 lb up at 144". 80 lb down and 121 lb up at 1854, 80 lb down and 121 lb up at 18-84, 80 to down and 121 lb up at 2044. 80 lb down and 121 lb up at 22-.8-4; 80)b dawn and 121 lb up at 24-8.4• SO lb dawn and 121 lb up at 26-". 80 lb down and 121 lb up at 28-8 4, 80 lb down and 121 lb up at 3041-4. 80 lb down and 121 lb Up it 37_&4,'80 to dawn and 121 lb up at 3448-4; 801b down and 121 lb up at 36.8.4, 80 lb dawn and 121 lb up at 384". and 80 lb down and 121 m up at 40-84, and 80 lb down andtl21 Ib up at 42-84 on top chord, and 55 lb.down at 1-8--4,.55lb down at 241.4, 55 lb dawnSdwn at_4, 55 lb dam at e-84. 55 to down at-8H4 -0, 55lb down at 10-8 , - 55 to dowa it 12-84, 551b down at 14-84, 55 lb down at 18-84. 55 lb down at 18-8-4. 55 lb down at 20-84, 55 lb down at 22-8-4. 55 to down at 24.8.4, 551b down at 28-8-4. 55 lb down at 2844, 55 lb down at 30-8 4. 55 lb down at•32-8.4. 55 lb down at 34-8.4, 55 lb down at 3S8.4, 55 lb dawn at 38-8.4, and 55 It, down at 40-84, and 55 lb down at 42-8.4.on bottom chord. The designtsdeclion of such connection devices) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bark (B). LOAD CASE(S) Standard ' 1) Dead + Roof Live (balanced): Lumber lnemase=1.25, Plate Inca a -125 Uniform Loads (ptt) Vert 1-2=.70, 2.3=-70, 3.12-70, 13.22-20 Concentrated Leads (Ib) Vert 8=80(B) 9=-80(B) 15=44(B) 10=80(B) 15=44(B) 25=-80(Bj 35=-50(B) 38=-80(B) 37=-80(B) 38=80(B) 3g--80(B) 40-00(B) 41 50=44(B) 51=-44(B) 52-44(8) 53=-44(B) 54=44(B) 55=-44(B) 5E 34=80(B) i PE 76051 `. o S'. O O�: /0N SS'O A Job N59 innis lype MW2b6AvadM1Aonari AvabM1Atisart4 In JUW JPIY Com.. 5 ,Job Reference (optional) t>4 ...,_.......,a,...w+...m.aa=, ID:25Ys9447pnmi2g5MnadCoyODm-ImriMfgQdSoocFUstgURh_JBNiHXOwNviwz;ojn -2-0-0 z-ea I 511-7 I I sae I 234-0 5•1fsy a a254-0 _11-7 I z41e Dead Load Dell. =1/8 in 4M = 4 3x5 = sa = sa = sa — US = All a Plate Offsets_(XY)- 12:0.1-7.0-0-21, r6:0-1-70-0.21 111:0-2-3.0-044, H3:0-2-3 0.0-81 LOADING(psf) SPACING. 2-0-0 est. DEFL In Qoc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Verl(LL) -0.08 8-10 >099 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -020 8-10 >999 180 SCLL 0.0 Rep Stress lncr YES WB 0.21 Horz(CT) 0.05 6 n1a rda BCDL 10.0 Code FEC201711PI2014 Matrbi-MS Weightllglb FT=20% LUMBER - TOP CHORD 2x4 SP NO2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Let 2x4 SP No.3, Right 2x4 SP No.3 REACTIONS. (size) 2=04i.0 (min. 0.1.8), 6=0-8-6 (min. 0.") Mau Horz2=137(LC 6) Max Uprdt2-�46(LC 8), 6=-346(LC 9) Max Orav2-1195(LC 1), 6=11 95(LC 1) FORCES. (Ib) - Max. CmnpJMax Ten. -All forces 250 (lb) or less exceptwhen shown TOP CHORD 2-3=1747/463, 3-0=15331460, 4-5=15331460, 5a=17471463 BOT CHORD 2.10=41311481, B-10=157H000, 8-9=15711000, 6.8=287H481 WEBS 4-8=1021550, 5-8=3771286, 4-10=1921550, 3-10=-377Q86 BRACING - TOP CHORD Structural wood sheathing directly applied or4-1-0 tic pudins. BOT CHORD Rigid wiring directly applied or 9.1-8 oc bracing. NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; W0=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf, h=16ft CaL II; Exp C; End., GCpi=0.18; MMRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Ali plates are MT20 plates unless othenvise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ili uplift atjoint(s) except Qt=@) 2=346, 6=346. LOAD CASE(S) Standard wiim!!. PE 76051 jSTA ��COFt{U�i SS�ONAL �!l1►11111\\�� o0 Iron mss ype tay MW269A nAniami Cvabn•Ntisan-pl B2^c. Common Giiau t 1ply 2 c. �___ _ _ _. Job Reference (optional) M M1720HS II Dead Load M.-1141n 5 x4 II 1$ 4x7 = 4' — Zm 11 7x6 = 7x/2 MT20HS WB= 7,5 = 2x4 II 6x12 MT20HS,1 10x10 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Ildeg Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.69 Vert(LL) 0.24 12-14 >999 240 MT20 244/190 TCOL 15.0 Lumber DOL 125 BC 0.77 Vert(CT) -0.46 12-14 >611 180 MT20HS 187/143 BCLL 0.0 Rep Stress Ina NO WIB 0.86 HOR(CT) 0.13 8 o/a n1a BCDL 10.0 Code FEC20171TP12014 Matrix -MS Weight 3231b FT=20% LUMBER- BRACING. TOP CHORD ZA SP M 31 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc pur ins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 9S1 oc bracing. " WEBS 2x4 SP No.3 `Except* NB: 2x4 SP M 31, W3: 2x4 SP Not OTHERS, 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right 2x4 SP No.3 REACTIONS. (size) 2=0-8-1 (min. 0-4-7), 8=0-8-0 (min. 0-3-9) Max Hoa2--137(LC 24) Max Upiift2--3141(LC 8), 8=2761(LC 9) Max Gnw2=10714(LC 1).8=8611(LC 1) FORCES. Qb) - Max. CompJMax. Ten. - Ali forces 250 pb) or less except when shown. TOP CHORD 2-3=20159/5847, 3<=1704315055, 4-5=1262513992, 5-6=12838/3993, 6.7=16248/5140, 7-8=1727315505 BOT CHORD 2-26=5242117845,15-26=5242117945,15-27=5242/17945,14-27=5242117945, 14-28=4457/15222,13.28=4457H5222, 12-13=4457/15222,12-29=4445114513, 29-30=4445/14513,11.30=-4445114513,11.31=-4799/15336, 31-32�4799/15336, 10-32=-4799/15336, 8-10=4799/15336 WEBS 512=3432/11121, 6-12--4487/1667, 6.11=1562/4497, 7-11=955/447, 7-10-3121868, 4-12=551911553, 4-14=144515609, 3-14=3133/899, 3.15=711/2805 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131'k3' nails as follows: Top Chords connected as follows: 2x4 -1 row at OA-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.5-0 co, Webs connected as follows: 2x4 -1 mw at 0-9-0 oc. 2) AN loads are considered equally applied to all pries, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof five loads have been considered for this design 4) Wind: ASCE 7-10; Vuh=160mph (3second gust) Vasd=124mph; TCDL=S.OW, 8CDL=5.0psf h--1611; Cat II; Exp C; End., GCpi=0.16; The Fabrication Tolerance at joint 5 = 0% This truss has been designed for a 10.0 psf bottom chord live load nonooncumemvrilh Continued on page 2 / PE 7Q051 I 1 7 1/ Job Imes N55 YPe MW2e6AvaWnMwn Avaloo-Attisan4 B2 Cmnmon G'utler 1 2 Job Reference o long ----^-••. �• •w ^Nna <u,am„ea,rmusu, mo rn wn CWLAro <uia ra e< ID25Ys944?/anmi2g5MncdCoyODni-E8y3nLigeMLN2vOt IsyW63dx6LP?W9M NOTES- 9) Hangers) or other connection devices) shag be provided sufficient to support concentrated load(s)1748 lb down and 516lb up at 2-3-4, 1776 lb down and 486 lb up at 4-14, 19801b doom and 522Ib up at 634, 19801b dawn and 506 tb up at 8.3.4,19801b down and812 kh up at 10-34, 19341b down and 669Ib up at 1234,1935lb downand 671 Itiiup at 14-34, and-1928 bdown and 670Ib up at 16-3-4, and 16741b down and 649Ib up at 18-34 on bottom chord. The design/selection of such connection devioe(s) Is the '.:responsibility of others. 5. Plate increase=1.25 Vert 1-5=-70, 6-9=70, 20-23=20 itrated Loads (ro) Vert 13=1980(F)15=1776(F) 26=1748(F) 27=1980(F) 28=1980(F) 29=1934(F) 30=1935(F) 31=1928(F)$2=1674(F) Auuu// PE-76051 t .1 . 1 * I 1 3:4 = 5x4=.a3x4= Dead Load Dell. = 118 it 3x5 = n.,_ 3x5 = Plate Offsets (KY)- I2.0-1-3 94MI4.0-2-0 0.2-e) r5 0-z-0 0-M I6 0.2-0 0.2-e) [s 0-141 0.0.2t 11 3 0.23 0-0-e1 f15'0-2-3 o-0-8t LOADING(psf) TOLL SPACING- 2-04) CSI. DEFL in (Ico) Well Ud PLATES GRIP 20.0 TCDL 16.0 Plate Grip DOL 125 TC 0.70 Vert(LL) -0.08 10-12 >999 240 MT20 244/190 BCLL 0.0 Lumber DOL 125 Rep Stress Ina YES BC 0.62 NB 020 Vert(CT) -0.21 10.12 >999 180 BCDL 10.0 Code FBC2017/rP12014 Mat& -MS Horz(CT) 0.05 8 Na Na Weight 117lb FT = 20% BRACING - TOP CI4ORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied or 3.11-11 oc pudins. BOT CHORD 2x4 SP NO2 BOT CHORD Rigid ceiling directly applied or 9-6.2 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left 2x4 SP No.3, Right 2x4 SP N0.3 REACTIONS. (size) 2-0-M (min. 0-1-8), 8=0-M (min. 0.1-8) Max Hoa2=-1211(I.0 6) Max Uplifl2-338(LC 8), 8=-338(LC 9) Max Grav2=1195(LC 1), 8=1195(LC 1) FORCES, pb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=17311440, 3-4=-1523/435, 6.7=1523/436, 73=1731/440, 4-5=1292/432, "--12921432 BOT CHORD 2-12-38111462,11-12--14211006, 10-11=142/1006, 8-10=26411462 WEBS 5-10>1741522, 7-10---333/261, 5.12=174/522, 3.12---333/261 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=5.OpsF, BCDL=S.Opsf; h=16ft CaL It; Exp C; End., GCph-a.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This muss has been designed for a 10.0 psf bottom chord live load nonoorwurrent with any other live loads. 6) Provide mechanical connection (by others) of thus to bearing plate capable of withstanding 100 lb uplift atjoint(s) except ") 2=338, 8=338. LOAD CASE(S) Standard / PE 76051 i / 1 _ 1 n , 910NAL Jou IFLISS truss lype y y MW266AvdlOn Adisen Avalon Msengl 64 I6p 1 1 Job Reference(ogonQ ID:25Yse44?Ianmi295MnodCoyODrx-AX4pCljv�bEHDYGSuOhX9zR�HfzgzgJ57 - -Z-Pe 44i-4 B8-0 14-&0 18-7-t3 23da Z5+0 ' 2-0-0 l 4S4 l 8-it-12 I 6-0-0 I 3.11.13 F 4.83 2-0 4x5 4 Dead Load Dell. -1116 in 3x6 = 3x4 = .3x4 = 3x6 = R.4- Plate Offsets (XY)-(2.0-1-30-0-2t (4.0.2-1z0.2-4] I5.0.2-1za2J8 p•0-1.3 0-0-21 112.0-2.3.0-0.8] M-0-2-3,0-0-6t LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vde9 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.63 Ved(LL) -024 11-18 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.74 Vert(CT) -0.3511-18 >796 180 BCLL 0.0 Rep Stress 1= YES WB 0.15 Horz(CT) 0.05 7 We We BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight113lb FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc pudins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.4-8 cc bracing. WEBS 2x4 SPNo.3 ' OTHERS 2x4 SP No.3 WEDGE Left 2x4 SP Ne.3, Right 20 SP N0.3 REACTIONS. (size) 2=048-0 (min. 0-1-8), 7=0-8-0 (min. 0.1A) Max Horz2-108(LC 7) Max UPIi92-321(LC 8). 7=.321(LC 9) Max Grav2=1195(LC 1). 7=1195(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23=17541429, 3-4=-14691318, 4-5=1268)316, Sii=14691318, 6.7=1754143D BOTCHORD 2-11=369A498,10.11=157M268,9-10=157M268,7-9=27111496 WEBS 3-11=3211246, 4-11=151356, 5-9=151356, 6-9=3211246 NOTES. 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; WIt=l6omph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.OpsF, h=1611; 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) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nommncurrentwith any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except GMIJ) 2=321. 7=321. LOAD CASE(S) Standard STA O / JOB nS4 inuss type M 28a Av21011P AvalomAnisan4 95 JW Raor Spedst 1 JHY 1 Job Reference (optional) Sm4aem Truss, FL Pk . FL.34951 4x4 = Dead Laad Dell. - 118 in 3h6 = 34 = uq — 3x8 = 3x5 = 8-&0 I 14109 I 2340 hi&0 8441 8$0 Plate Offsets (X Y)- 12:0-1-3 0-0-21 [3.0-2-00-241 r7'0-2-0 0-2-41 [8;0.1-3.0-0-21. f13:0.2J.0-0-e1, [15:0-2-3.0-0-81 LOADING(Psf) SPACING- 2-M CSL DEFL in (Ioc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.54 Verl(LL) -0.1112-19 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.65 Vert(CT) -0.2512-19 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.30 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Weight 125 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right 2x4 SP No.3 REACTIONS. (sae) 2=04e-0 (min. 0.1-8), 8=0-e-0 (min. 0.1-8) Max Hoa2=119(LC 6) Max Upl==-350(LC 8), 8=350(LC 9) Max Grav2=1195(LC 1). 8=1165(LC 1) BRACING - TOP CHORD Structural wood sheathing direa0 applied or 3.7-9 oc pudNs. BOT CHORD Rigid ceiling directly applied or 9.9.2 oc bracing. FORCES. (Ib) -Max. CompJMmc Ten. - Aa forces 250 (la) or less except when shown TOP CHORD 23=16721431, 34=1571/443, 45=1822/555, 5-8=18221555, 6.7=1571/443, 7-8=16721431 BOT CHORD 2-12=34711394, 11-12-20311178, 10.11=203/1178, 8.10=23811394 WEDS 3.12=61/416, 4-12--884/296, 5-12=282f788, 5-10=2621788, 6.10=883f205, 740=-iV416 NOTES- 1) Unbalanced rod We loads have been considered for this design. 2) NMd: ASCE 7.10; Vutt7160mph (35ecand gust) Vasd=124mph; TCDL=S.Opst BCDL=S.Opsf; h=-16ft Cat It; 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) AO plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord five load noncencurrentwith any other live loads. 6) Provide mechanical connection (by others) of lass to hearing plate capable ofwithstanding 100 lb uplift at joint(s) except Gt=M) 2-350, 8=3W. LOAD CASE(S) Standard 1111111///, PE 76051 ' L��STA OWD 1011111110,% e =a maa ype y M 266A"Ion Adman Awfan-Adioa" a6 Roof Sp..WG'du 1 1 Job Reference (cordoned) .awu.e,,, I—... 11— .ram,— nhm: 4x4 = 5 Dead Load De14= 3116 in N M II e 3x7 = 3x4 = 4x = 3XIO = 314 = 3x7 = 4A-0 11$O 18A-0 234-0 I we^ F 2sr I x� I ern I Plate Offsets (_X,Y)— 12:0-6-15.0-0-101 [4:0.2-00.24], [5:0.2-0 0.2-01.16:0-2-0 0-241 mo-s-i5 0-0-101 rlO:0.1-12 0.1.8] [13.0.1-12 0.1.81 (14:0.2-3.0-0.81 [16:0.2-3 0-0.81 LOADING(pso SPACING. 2-M CSI. DEFL in Doc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.19 11-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.61 Vert(CT) -0.37 11-13 >764 180 BCLL 0.0 Rep Stress Inky NO WB 0.97 Horz(CT) 0.09 8 Na We BCDL 10.0 Code FBC2017fTP12014 Matrix-NIS Weig1y1:1261b FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 DOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left 2x4 SP No.3, Right 2x4 SP No.3 REACTIONS. (slu) 2=0-8-0 (min. 0.1-9), 8=D-8-0 (min. 0-1.9) Max Horz2=119(LC 7) Max UP=-694(LC 8), 8=-894(LC 9) Max Grav2=1884(LC 1), 8=1884(LC 1) BRACING - TOP CHORD Structural woad sheathing directly applied or 2-3-0 oc pucns. BOT CHORD Rigid wiling direly applied or 6-11-14 oc bracing. FORCES. (Ib) - Max CompJIVI . Ten. - At forces 250 (m) a less except when shown. TOP CHORD 2-3=32IW1154, 3-24=2842f1080, 24.25=284211080, 4-25=2842H080, 4-5=2296I815, 5�=22961815, 6-26=284211080, 26-27=284211080, 7-27=284211080, 7-8=3215f1155 BOTCHORD 2-13=1016/2777, 13-28=120613318,12-28=120613318, 1142=120613318, 11-29=111813318, 10-29=111813318, 8-10=93512777 WEBS 3-13=26611126, 4-13=8601317, 4-11=14811691, 5.11=-53811592, 6-11=14811691, 6-10=8601317, 7-10=26711126 NOTES- 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7.10; Vu8=160mph (3-seoond gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.OpsF h=16f ; CaL II; Exp C; End., GCpi--0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventvrater ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This lass has been designed for a 10.0 psf bottom chord live load nonconcurrerd with any other five loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except at=lb) 2=694, 8=694. 7) Hanger(s) or other connection device(s) shell be provided sufficient to support concentrated load(s)144 lb down and 153 lb up at 4-8-0, 98 Ih down and 104 lb up at 5.0-12, 200 lb down and 141 lb up at 6-94, 200 lb dawn and 141 lb up at 17.E-12, and 98lb down and 104 lb up at 18.3-0, and 144 lb dawn and 153lb up at 1S-8-0 on top chord, and 100 lb down at 4-8-0, 46lb down at 540-12, 365 lb down and 119 lb up al 5.94, 3651b down and 1191b up at 17812, and 461b tlavn at 1834, antl 1001b doom at 18410 on bottom chord. The design/selection of such connection devioe(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(SI Standard Loads (Pt) Vert 1.3=70, 34=70, 45=70, 5-0=70, 6-7=70, 7-9=70, 18-21=20 Continued on page 2 RID P w 1 is zi �6 JOD jmw 1rum lype N A A n A.Il Mlsen-pl B6 jQty RWSpedel Glider 1 jPly 1 Job Reference o 'on ... n" W. 11,: .p R=62a0aO 212018Pon[82209O 212018MRekMWflm Ix. FMJen251420502018 PeOe2 ID:25Ys9447Wnmi2g5MmrlCoyODm.GvCNIBCbryWKeDSmgyEFRolszgYFHd)gQuo)h LOAD CASE(S) Standard Concentrated Loads pb) Vert 3=64(8) 7=64(B)13=43(B)10= 43(B) 24=58(B) 25=160(B) 26=160(B) 27=58(B) 28=-365(B) 29=365(B) \Illlll///, PE 76051 t 2g A �� j�o`.�ORI�i.�� Job Inuss I rues 1we MW266Avalan AdtSwi AvalarrM.nsl Ct ItRy 1ply Roof Spedel 1 1 Job Reference (oplionaft ..µ.. -.._ �� 1625Ysg44?kmmi2g5MnodCoyODa- Zd118Cb;&eD8mgEGk;VlFHdzElCz h 54d I 1033 I L 2 1 20-8-8 5-0-4 Sd-0 410d 5-t-12 314 = 5xs = tx4 11 4x7 = 15 10 9 a 7 6 2x6 11 3.8 = 4x5 = 315 = 3x4 = 20-M Dead Load DeB. =1/4 in Plate Offsets (XY)- fl:0.1-8 03-01 r3:0-5.4,0.2-01. I6'0-2-0 0-1-81 (10:0.3-00.1-81 LOADING(psf) SPACING- 2-0-0 CSI. 0 L. in Qac) War L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 125 TO 0.83 Vert(LL) -0.27 6-7 >916 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.54 6-7 >453 180 BOLL 0.0 Rep Stress Ina YES WB 0.87 Horz(CT) 0.16 6 n/a n/a BCDL 10.0 Code FSC2017/1PI2014 Matra -MS Weight 155lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 8-0-0 oc purlms, except BOT CHORD 2x4 SPNo.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid wiring directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1. Raw at midpt 3-9 REACTIONS. (size)--6=Mechaniral,-12=Mechanical Max Hors 12=247(LC 9) Max Uplift,=216(LC 9), 12=293(LC 4) Max G2v6=921(LC 1). 12=890(LC 1) FORCES. gb) -Max Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 1-2-494211, 2.3=4942l 1, 34=802/229 BOT CHORD 8-9=57/643, 7-8=-571643; 6-7=1441666 WEBS 1-9=294/822, 2-9=414237, 3-9=263Hg9, 3-7=451330, 4.6--898213,1-12=892294 NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=SOpsf, h=16ft; Cat II; Exp C; Encl., GCp7i=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencurrem With any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjomt(s) except Gtdb) 6=216. 12-293. LOAD CASE(S) Standard 1!1111/// PE 76051� °TONAL ems\\\\ I 3x4 = 1x4 II 4xa = )ead Load Deft. -118 in 9 a 7 6 5 2x4 11 94 = 3x4 - 3x4 = 2x6 11 Plate Offsets MYn)— f3.0-54,0.2-01 14 0-1-00-1-81 15 0-3-0 0-0-01 LOADING(psf) SPACING- 24).0 CSL DEFL in Ooc) Itdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.97 Vert(LL) -0.11 58 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -023 58 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(CT) o.01 5 nta nta BCDL 10.0 Code FBC2017rrP12014 Mabx-MS Weight 134It, FT=20% r..umnn - BRACING - TOP CHORD 2x4 SP No2 -Except TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purrins, except T2: 2x4 SP M 31 and verticals. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 10-M cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 38 - REACTIONS. (size) G=Merhanical, 5=Mechanical Max Horz9=197(I.0 9) Max UPIi6g=319(LC 4), 5=190(LC 9) Max Gravg=919(LC 1), 5=919(LC 1) FORCES. (lb) - Max Comp.IMax. Ten. - All forces 260 Ob) or less except when shown. TOP CHORD 15=861/344, 1-2---642/227, 2-3=-642122%, 34=9151219, 4-5=4343/224 BOT CHORD 7-8=107/706, 6-7=107/706 WEBS 18�328/925, 2-8=4881294, 48=96/655 NOTES- 1) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf; h=16t Cat II; Fxp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other five loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of lass to bearing plate capable of withstanding 1OD lb uplift atjoint(s) except Ot4b) 9=319. 5=190. LOAD CASE(S) Standard PE 76051 ; 0 ruSs Nae ype MW2%Aralon Ar65an Aveloo-Artisengl d3 Roof 6pWd 1 1 ��.,�....,.. Job Reference o 11 :ZSYs9449kmmi2g5MnodCoyODnr31KK1 OnRkC5g2041--s81IOsMmNJ60bSIPg5YIa0 7-44 7d4 7-0-4 6-0.0 Deft =1/16 in 11 e a 7 _ 6 2x4 11 3x8 = 3x4 3x4 — 2x4 II Plate Offsets (KY)— f1:0.1-120.1431. f3:OS-4.0.2.41 I4:0-1� 0.7-e1 1f3'0.2-8 0-1-81 LOADING(Psf) SPACING- 2-" CSI. DEFL in Occ) Ildeff Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.77 Vert(LL) -0.07 8.9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.15 8.9 >999 180 BCLL 0.0 Rep Stress Ma YES WB 0.58 Horz(CT) 0.ol 5 r9a n1a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weighb12611b F7=20k LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 9--Mechanical, 5=1Aechanical Max Hwz9=147(LC 9) Max Upliff9=317(LC 4), 5=215(LC 4) Max Grav9=919(LC 1). 5=919(LC 1) FORCES. Qb) - Max. CompJMax. Ten. -Ali forces 250 (Ib) or less except when shown. TOP CHORD 1-9=854/346, 1-2=837/294, 23=837/294, 34=891/242, 4-5=866/239 BOT CHORD 73=1511713, 6.7=1511713 WEBS 1-8--366/1039, 2-8=586/343, 4-6=1541740 BRACING - TOP CHORD Structural wood sheathing directly applied a4-11-7 oc pud'ms, except end verticals. BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vulb-160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf;1F16fk Cat II; Exp C; End., GCpt=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to preventwater ponding. 3) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith arty other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100lb uplift atjoint(s) except ( --Ib) 9=317, 5=215. LOAD CASE(S) Standard a.. s F PE 76051 LI >10NAL EN \�NNI N59 ruse jype ry y MW 2G8 Avalon AdlSan AvalonArtisanpl G Reaf3pedal 1 1 Job Reference (optional) ID:25Ys94i71mimi2g5MnodCoyODii-XUWFkn3V WDMILRDuGUblaav?kg894izbAugMia 5-7-7 1 /-1-1 16.8-8 20$8 67-7 5fr11 5-7-7 1x4 II 3x5 = 2 Dead Load Deft = IM in 4x4 = 6.00112 12 11 70 9 8 2.4 II 3c4 = Us = IM II 3x8 = 2x4 II 5-7-7 I 11-1-: I 1889 I 20-8-8 Plate Offsets MY)— I1:0-1-12 0-1-8t Is:0.24 0-241.11 L0-1-12.0-1-81 LOADING(psl) SPACING- 2-0-0 CSL DEFL in (loc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.84 Vert(LL) 027 8-9 >905 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(CT) .0.46 e-9 >534 180 BCLL 0.0 Rep Stress Ina YES M 0.47 Horz(CT) 0.02 7 Na We BCDL 10.0 Code FBC2017frPI2014 Matrix -MS Weight1191b FT=20-A LUMBER- BRACING - TOP CHORD 24 SP N0.2 TOP CHORD BOT CHORD 2x4 SP NO2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 12=Medlanical, 7=Medlaninl Max Horz12-97(LC 9) Max Upfi012=-314(LC 4), 7=245(LC 4) Max Grav12=919(LC 1), 7=919(LC 1) FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=9211356,1-2- 9371327, 23=-9371327, 34=9371327, 4-5=6721247, 5-6=8031243, 6-7=9071267 80T CHORD 10-11=2711937, 9-10=2711937, 8-9=2711937 WEBS 1-11=43211236, 2-11=5481288, 48=3501143, 6.8=2151806 Structuralwood sheathing directly applied of 4-3-4 oc pur ins, except end verticals. Rigid oeieng'directty applied or 10-0-0 oe bmdng, Except 6-b-o oc bracing: 11-12. NOTES- 1) Wnd: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=5.opsf; BCDL=5.0psf, h=16fb CaL 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to preventwaler ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads. 4) Refer to girder(s) for buss to truss connections. 5) Provide mechanical connection (by others) of tntss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Q --@)12=314, 7=245. LOAD CASE(S) Standard PE 76051 . )(ISTA 1 r_'ld_I ," 1r 111vmV //1610\ -), im N39 N69 Ype Z=peo3l Y MW265Aw1an Anisan Avalon-Artsa" t5 Girder 1 1 ,..,.. Job Reference (oationall Dead Load Deb. =1/8 in 34 = 1x4 II 3X5 = 319 = 6.0D 12 21 22 23 11 24 25 10 26 9 27 28 29 8 7 II 4x5 = 3X512 44 = ix4 II 4x8 = 2# II 12 I 6a-? I 12-St I 18b8 I 20-8-8 I Plate Offsets 0(Y1— f4 0-1-12 0.1-81 f5:0-3-0 0.2.41 f8.04-0 04Y81 f11'0-3-0 0-1-81 fl2'0--l-0 0-1-81 LOADING(Pst) SPACING- 2-0-0 CSI. DEFL in Qoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.10 9.11 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.19 9.11 >999 180 BCLL 0.0 - Rep Stress Ina NO WB 0.92 Horz(CT) 0.04 7 Na n1a BCDL 10.0 Code FBC2017/TPI2014 Matra -MS Weight 1211b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 •Except• T3: 2x4 SP No2 BOT CHORD 2x4 SP M 31 WEBS 2z4 SP No.3 *Except* W2: 2x4 SP No2 REACTIONS. (size) 12=Mechanical,7=Mechanical Max Horz 12=47(LC 22) Max UpUfH2=765(LC 4), 7=684(LC 4) Max Gmvl2=1897(LC 1), 7=1864(LC 1) BRACING - TOP CHORD Structure] wood sheathing directly applied or 43-11 oc pudins, except and verticals. BOT CHORD Rigid ceiling directly applied or G." oc bracing. ' WEBS 1 Row at midpt 1-12. 4.8 FORCES. (Ib) - Max. CompJMax Ten. -Ali forces 250 Ob) or less except when shown. TOP CHORD 1-12--1836/822, 1-13=24261931, 13-14=24261931, 1415=2426/931, 2-15=2426/931, 2-16=2426/931, 3-16=24261931, 3.17=24281931, 417=2426/931, 418=10181394, 18-19=10181394,19-20=1018/394, 5.20=10181394, 5.6=1127/408, 6-7=1899/663 BOTCHORD 11-24=1036/2735, 2425=1038Y2735, 10-25=1036/2735, 1(3-26=1036/2735, 9-26=1036/2735, 9-27=103612735, 27-28=103612735, 26-29=103612735, 8-29=1036/2735 WEBS 1-1 1=1 059/2760, 2-11=904/621, 411=3611154, 4-9=0/526, 4-8=2DOW89, "=-627M739 NOTES- 1) Wind: ASCE 7.10; VuH=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=S.Dpsf; h=16$ Cat 11; Exp C; End., GCpi=D.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent Wth any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing pate capable of withstanding 100 lb uplift atjoint(s) except &- b)12=765, 7=684. 6) Hanger(s) or other connection device(s) shall be provided sufOderd to support concentrated load(s)150 lb down and 163 lb up at 0.94. 137 Ib down and %il lb up at 2-94, 137 Ib daw and 1681b up at 494, 1371b down and 168 Ib up at S.24,137 Ib dawn and 168 Ib up at 8.94, 137 lb down and 168 lb up at 10.94,137 Re down and 168 Ile up at 12.9-4,137 lb down and 168 lb up at 14-9-4, and 137 lb down and 168 th up At 16-94, and 1371b down and 168 lb up at 184" on top chord, and 99 Ib down at 0-94, 91 th down at 24-4, 91 lb down at 4.94. 91 to down at 6-94, 91 lb dove at 8.94, 91 lb down at 10-94. 91 lb down at 12-9.4, 91 lb down at 11 94. and 91 th down at 1&94, and 91 to down at 18.94 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). Dead + Roof Live (balanced): Lumber Inaease=1.25, Plate Increase=1.25 Uniform Loads (pill Vert 15=70, 5-6=70, 7-12=20 Continued on page 2 PE 76051 1 may, I 1 it g DD InIss rues YPe MW 29a Avalon An)san .Jl AN n.gl CS Roof SpeealGmta 1 t Job Refenn (pfi na) .......... ....ae, r.,rAw,FL. a.w, Run:8130c!m 212018 Pnnt 823050d 2120fa A1�Tek6gtV?8"?S Fn Jan 251d'2P.542p19 Pape ID:25Ysa41='Qog5Muo91C:yODna7hR4S4oItGgLN?87PS_ZoPxVPaBtVGrCFvRsBzrt LOADCASE(S) Standard Concentrated Loads Qb) Vert 3=137(B) 5=137(B) 8=64(8)13=150(8)14=137(B) 15=137(B)16=137(8)17=137(B)18=137(B)19=-137(8) 20=137(B) 21=-68(8) 22--64(B) 23=64(B) 24=fi4(B) 25=64(B) 28=-64(6)27=84(13) 28=-64(EI) 29=84(B) i �C `Sk jr PE76051 iLA /Iliiltl\\ im ruse Inuss lype MW266AWIMArisen AvsloM1 San -tit W2 jQtY Ma9enel Mp Girder 2 JPIY 1 Job Reference (optional) nun:eL s'--z>14=4 zala vaea1 ID:25Ys94471anmi2g5MnodCoyODnc-Tt7SgOpJO7TEdlacOhYJ3N7x7op4VOrAw RN10tivajc -2-a15 24-7 ' 2315 I 241-7 � Plate Offsets (X.Y)— 12:0-4-12.0-0.51. 15:0.2-3 0-") - - LOADING(pef) SPACING. 2-0-0 CSI. DEFL in Qoc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip.DOL 125 TC 0.75 Vert(1) -0.02 4-11 >999 240 MT20 244/190 TCOL 15.0 Lumber DOL 125 BC 0.42 Vert(CT) 0.02 4-11 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Hom(CT) 0.01 2 n1a r9a BCDL 10.0 Code FBC2017frP12014 Matdx-MP Weight 18 lb FT=20% LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP N0.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Meclanikal, 2=0-11-0 (min. 0.1-8), 4=Mechanicel Max Hoa2=122(LC 20) Max Upli t3=91(LC 17), 2=285(LC 4), 4=50(LC 17) Max Grav3=88(LC 20), 2=382(LC 1), 4=78(LC 20) FORCES. (lb)- Max. CompJMax Ten. - All forces 250 Ob) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc pudin& BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracmg. NOTES- 1) Wnd: ASCE 7.10; VuIt=160mph (3second gust) Vasd=124mph; TCDL=5.Opst; BCDL=S.Opsf; h=16ft CaL II; Exp C; End., GCpM.1&, MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to lass connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of vAthstanding 100 Ib upOR atjoinl(s) 3,4 except Qt=1b) 2=285. 5) Hanger(s) orother connection device(s) shall be provided suffiderd to support concentrated load(s) 95 Ib down and 132 lb up at 15-1, and 95 lb down and 132 lb up at 1.6-1 on top chord. The designiselection 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 IF) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Inaeasa=1.25 Uniform Loads (pit) Vert 1-3=70, 4-9=20 Concentrated Loads Ob) Vert 12=111(F=55,B=55) 11 nab to//% i J PE 76051 1 . BTA )NAL RIP GIRDER i Plate Offsets IX YI [5.0.23 0 GA LOADING(pso SPACING. 2-" CSL DEFL. in (loc) Ildeg Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.14 4-11 >498 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.14 4.11 >478 180 BCLL 0.0 Rep. Stress Ina NO WB 0.00 HoM(CT) 0.02 2 n/a Na BCDL 10.0 Code FBC2017JTP12014 Matrix -MP Weight 27 to FT=20-A LUMBER. TOP CHORD 20 SP N0.2 BOT CHORD 2x4 SP M31 OTHERS 2x4. SP N0.2-Uoept' 02.2x4 SP N0.3 REACTIONS. (sim)3=Mec aniwl, 2=0-10-15 (min. 0-1-8), 4=Mechanical Max Horz2=177(I.0 20) Max Upii83=139(LC 8). 2=294(LC 4), 4=11(LC 17) Max GMV3=157(LC 31), 2=409(LC 31), 4=124(LC 20) FORCES. (Ib) - Max. CompJMax Ten. -All forces 250 (Ih) Or less except when shovm. BRACING - TOP CHORD Structural mod sheathing directlyapplied or 5-9-15 ocpudins. BOT CHORD Rigid ceiling directly applied or 160-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3•second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.Opsf; h=16ft; CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunentvrith any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 4 except (It=lb) 3=139, 2=294. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)101 lb down and 141 lb up at 1-0.1. 101 lb dovm and 141 to up at 1-6-1. and 82 lb down and 62 lb up at 44-0. and 82 lb dawn and 82 lb up at 44-0 on top chord, and 33lb- down and 93lb up at 1-6-1, 33 lb dawn and 93 lb up at 1-0-1, and 33 lb down and 5 lb up at 4-4-0, and 33 lb down and 5 lb up at 4.40 on bottom chord. The designiselection of such connection devices) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the puss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Rcof Live (balanced): Lumber Inasass=1.25, Plate Increase=1.25 Uniform Loads (pill Vert 13=70, 4-9=20 Concentrated Loads (lb) Vert 12=119(F=eo, B=60) 14=103(F=51, B=51) Job Iran russ Ype Y Y MW 286 Afalrn Artisan AvdorvA1§wngl CJ48 Oieponel MpG"vdar 2 / _ _ _ _ __ _ _. Job Reference a 'onai SOWfem irvss, Fl. Pierce, FL, 3a951 Rurt8230a OC212018IR6=8 30SCM212018MffeklMush [M. Fn JM251420:57201a Patel ID:25Ys944?krmm g5MnodCoyODrx-PG7D56gaYlkWa 762XTO1VecBM44PHuD857Wiro)a -2-9-15 6511 ' 2A15 I 6-511 3 84i11 I 84i•it Plate Offsets (X.Y)- r5:0-2-3.0-0-e3 LOADINGU4 SPACING- 2-0-0 CSI. DEFL in Qac) tfdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.60 Vert(LL) -0.16 4-11 >471 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.19 4-11 >395 180 BCLL 0.0 Rep Stress Ina NO MB 0.00 Horz(CT) 0.02 2 n1a Na BCDL 10.0 Code FBC2017fiP12014 Matrix -MP Weight 29 lb FT = 20% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 `Except• 02: 2x4 SP No.3 REACTIONS. (sae) 3=1viechanical,2=11-10.15 (min.0-1-0),4=McGWnical Max Hoa2=167(LC 4) Max UpUft3=154(LC 8), 2=225(1.0 4) Max Grav3=178(LC 31). 2=387(LC 31), 4=11 O(LC 27) FORCES. Qb) - Max. CompJMaz.Ten. - All forces 250 Qb) or less exceptwhen shown. BRACING - TOP CHORD Structural Wood sheathing directly applied or 6-0-0 no puruns. BOT CHORD Rigid calling directly applied or 10-0-0 oo bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16tk Cat 11; 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 noncencurrent with any other live loads. 3) Refer to girder(s) for truss to buss connections. 4) Provide mechanical connection (ry others) of truss to bearing plate capable of withstanding 100lb uprdl atjoint(s) except "- ) 3=154, 2=225. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)101 It, down and 141 lb up at 1-0.1. 101 Ib down and 147 Ib up at 1.61, and 82lb down and 821b up at.44q and 821b down and 821b up at_4-4.0 on top chord, and 331b down and 93lb up at 1-0-1; 331b down and 93 Ib up at 1-8-1, and 33 0h down and 5lb up at 4.4.0, and 331b down and 5lb up at 4-1-0 on bottom chord. The designiselection 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 bads (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) Vert 3-12=70, 4.9=20 Concentrated Loads (lb) Vert 13=119(F=60, B=60) 15=103(F=51, B-51) PE76051 i :may ( 1 •,,- 1 1 �`. STA , `N70NAL Er'X\%N% ion inuas Truss Type Fir MW266A wANsei Aval o-Arisanyl Dt Monopx - 1 1 Job Reference (opflonail owmw+n, rasa, rr. name, ram.]4aa1 Hun:d23aa( 21 MID FMtUMUaO 21Iot3Meex InW=M IrQ Fn Jan2S742 .072010 Fags ID:25Ys84471onmi2g5MwriCoyODm.PG7DS6gaYlkysck 76ZXTO1TWWw40YHuDBS'IW[roja I 7-93 180-0 2-0-0 I 7-63 i 8.2-13 30 II 2x6 II Dead Load Del. -1116 in 3 1x 3M = ix4 II 30 = 7A3 F LW w ]A9 ]AS Plate offsets .Yh (7:03O.a-OIL [9:038 ao-0t. [9:0.1-12.0-1-0t 111:0.23 0-0-81 LOADING(psi) SPACING. 2.0-0 CSI. DEFL in (Ice) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.73 Vert(LL) 0.09 10-15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.17 9-10 >999 180 MT20HS 1871143 BCLL 0.0 Rep Stresslncr YES WB 0.31 Hoa(CT) -0.03 7 n1a We BCDL 10.0 Code FBC20171TP12014 Matmx-MS Weight 941b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Except• B2: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (size) 7=Medhanlcal, z=0-BA (min. 0-1.8) Max Horz2-�38(LC 8) Max UpUJ17=337(1_C 8), 2=-200(LC 8) Max Gmv7=704(LC 1), 2--867(LC 1) FORCES. (ib)-Max. CompJMax Teri. -All forces 250(11b) orlessexceptwhen shaven. TOP CHORD 23=10021113 BOT CHORD 2-10--3891799, 9.10=3891799, 8-9=1551452 WEBS 3-10=01344, 34--810/391 Structural wood sheathing directly applied or 4-11.2 cc pur ins, except end ver icals. Rigid calms directly applied or 9-0-15 oc bracing. 1 Row at midpt 3.9 NOTES- 1) Wind: ASCE 7-10; Vu0=160mph (3-second gust) Vasd=124mph; TC[jL=S.Opsf, BCDL=S.Opsf; h=181t; Cat II; Exp C; End., GCp1-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Ali plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonceneurrent with any other five bads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift atjoint(s) except (it' -lb) 7=337, 2--200. LOAD CASE(S) Standard o\Il I PE 76051 1 Job Ims TrUS3 Type MWMA ANsen A Von servpl D2 Monopndi 2 1 Job Reference o 'onal .....,..... ID:25Ys94411anmi2g5MradCoyOOm-tShbISrCJ25pU)JBhp4mleZd0RspOIQi7W?yu0jZ -2-0-0 2A-0 8-0-0 13�4) 1B-0-0 r2-0-0 I 21 20 11 Dead Load Deg. -5116 in 6 !.,AI $ 1x4 It & 1 3x54 3x4 G 5 4 -,( ° NOP2X 3x4 = 2 , 4),SW20HSII ,1 12 1 11 x 4x4= 1x411 14 13 114 II 3x4= axe 11 ix4 11 1x4 II it,2-0-0 U-0 13+0 153-9 16-0-0 �aa ��_� Us I sec k Plate Offsets (X.Y1- I9:0-5-8.0-2.01.112:0-".0-0-81. 113:0.3-0.0-041 115:0-2-3 0.0-81 LOADING(psf) SPACING- 24)-0 CSI. DEFL in Qoc) 8de8 Lltl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ved(LL) 0.40 11-12 >473 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(C-I) -0.5611-12 >342 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB OA7 Hoa(CT) 0.18 8 Na Na BCDL 10.0 Code FBC2017rrP12014 Malnx-MS Wetght112lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP NO2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purrins, except BOT CHORD 2x4 SP No.2 •Except• end verticals. 82: 2x4 SP M 31, B4,F2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-7-3 oc bracing. Except WEBS 2x4 SP No.3 6-0.0 oc bracing: 9-10 OTHERS 2x4 SP No.3 REACTIONS. (size) 8=Mechanicel, 2--048.0 (min. 0.1.8) Max H022--438(LC 8) Max Upfi88=337(LC 8), 2=200(LC 8) Max Gmv8=704(LC 1). 2=867(LC 1) FORCES. (lb) -Max. CompJMax Ten. - An forces 250 (lb) or less except when shown. TOP CHORD 2J=685/0, 3-4=-12201261, 4.5=476/42, M. 455163 BOT CHORD 2-14=-3151522,13.14=3151522,12-13=2061380, 3-12=192/515, 11-12-51111047, 6-9=180/514, 8-9=1661337 WEBS 4-11=01262, 9-11=52711047, 4-9=771/373, 6-8=-685/338, 3-14=549/310 NOTES. 1) Wnd: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsh BCDL=5.Opsf, h=161t; Cat II; Exp C; End., GCpi=0.18; MVJFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) A0 plates we MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrentwith any other rive loads. 4) Referto girder(s) for buss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upfift atjoint(s) except at --lb) 8=337, 2=200. LOAD CASE(S) Standard f / PE 76051 i 1 ;NA 1 `ENG ��\\ job TMS5 Iruss lype MW266Av mAr w Avalo M svtgl 03 MerwprCi t t - Job Reference o 'onal ID:25Ys9449Wnnu2g5MnoriCoyODm-McFzVosg4M_g5vu FXb7Vi6o?QobYugaLXdCXPuojY -2-0-0 2S0 8-0-0 13d-0 16-0-0 ' 2-0-0 f— 2$O 2x411 Dead Load Deg. =aria In 6.00 12 7 Us G 3x4 6 5 4 � 0 NOP2x STP= STP= o 3 x8 — 8 e6 2 1 11 3x4 = A tx4 II 41M W20HS II 12 2x II I 4x4 = tx4 II 15 1441 1x4 II 3x4 _ 3x5 II 1x4 II W II 156 T- 13d-0 1538 1,8-0-p �r_r sus I cur �ia1� Plate Offsets (X,Y)- 110:054,0.2-% 113:04-0 0-0-81 114:0-2-0.0441 116:0-23 0-0-81 LOADING(psl) SPACING- 24)4 CSI. DEFL. in (loc) 0deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.80 Vert(LL) 0.3912-13 >468 240 M1720 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.76 Vert(C-0 -0.5412-13 >339 180 MT20HS 1871143 BCLL 0.0 Rep Stress Imr YES WB 0.40 Hoa(CT) 0.16 8 n1a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight 111 fb Ff =20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc pur ins, except BOT CHORD 2x4 SP No.2 -Except- and verticals. B2: 2x4 SP M 31, B4,F2:2x4 SP No.3 BOT CHORD Rigid calling directly applied or g-10-0 ce bracing. Except WEBS 2x4 SP No.3 6-0-0 oc bracing: 10-11 OTHERS 2x4 SP N6.3 REACTIONS. (size) 8=0-84) (min. 04.8), 2=0-8-0 (min. 0-1-8), 9=0-8-0 (min. 0-1-8) Max Horz2=438(LC 8) Max UpVd--I16(LC 8), 2--190(LC 8). 9=231(LC 8) Max Grav8=153(LC 1), 2=842(LC 1), 9=577(LC 1) FORCES. pb)-Max. CompJMax. Ten. -AD forces 250(Ib) or less except when shown. TOP CHORD 2J=-656/0, 34--1146f231, 45=436133, 5-i=N5/54 BOT CHORD 2-15= 306/500,14.15=306I500,13-14--1991364, 3-13--174/469,12-13=-083f979, 6-ID--12WSS, 9-10>152289, 8-9=153291 WEBS 10-12�503/993, 4-10=7061338, 8-8=5481286, 3-16--5271301 - NOTES- 1) Wind: ASCE 7-10; Volt=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0psf; h=16f ; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are Mr20 plates unless otherwise indicated. 3) This lass has been designed for a 10.0 pat bottom chord live load noncencument with any other five loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except St -lb) 8--116, 2--190, 9=231, LOAD CASE(S) Standard \11111%/ F i PE 76051 r I JOD Iruss Imm I ype IA W266Av Icn Artisan AralamAN r,gl DI MompirN- 1 1 Job Reference o 'onai 2-0-0 ID25Ys944?kmrtu2g5MnoACoyODM-WL)StSrgs%j3'jZoE6FA361g8dil�gkaBMm3rugX -4]-0 28-0 8-0-0 13hd- 168-0 223-0 54-0 Sde 241-0 3x443x4= 2X411 6.00 12 fi 7 6 Dead Load Deft. =5116 in � 1X4 11 1 - 3X5 i 3X4 4 5 4 �(1 NOP2X STP= NO - 3 !_ 2 1 48 MT20HS It 13 72 1 3,4 4X4= 1x411 i6 15 1X4 II 1.411 3x4= Us 11 1z411 1x4 11 17H ,23-0 8-0-0 134-0 1538 a Plate Offsets (%,Y)- 17:0-MO-281 (11:0-G4.0-2-01. H4:04-0.048] 115:0-2..0-0-41, f17:0-2-3,0-" LOADING(pst) SPACING- 2-0-0 CSI. 13EFL in Occ) Well IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.80 Vert(LL) 0.38 13-14 >475 240 MT20. 2441190 TCDL 15.0 Lumber DOL 125 BC 0.76 Vert(CT) -0.5413-14 >339 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.48 H0a(CT) 0.17 9 We n/a BCDL 10.0 Cade FBC2017/TP12014 Matrix -MS Weight11011) Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlhs; except BOT CHORD 2x4 SP No.2 •Except• end verticals. 82:.2x4SP M 31, B4,F2: 2X4 SP No.3 BOT CHORD Rigid calling directly applied or 104M oc bracing. Except - WEBS 2x4SP No.3 6-0-0 oc bracing: 11-12 OTHERS 2x4 SP No.3 REACTIONS. (she) 9=0-8-0 (min. 0.13), 2=03-0 (min. 0-1-8), 10--0-5-9 (min. 0-1-8) Max Horz2=392(LC 8) Max Uprift9=90(LC 4), 2=210(LC 8). 10�239(LC 8) Max Grav9=138(LC 1), 2=841(LC 1), 10=592(LC 1) FORCES. Ob) - Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=S5510, 3-4=1143269, 4-5=-380/43, 58�359/64 BOT CHORD 2-16=296/499, 1576=298/499, 14-15=1941363, 3.14=1721468,13-14=472/977, 6-11=102/323 WEBS 4-13=01279,11-13�460/907, 4-11=769/380, 6-8-5191249, 3-16=526/297 NOTES. 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=1611; Cat II; Exp C; End., GCpF-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prever twater ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This lass has been designed for a 10.0 psf bottom chord live load nonconc ment with arty other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uprdt atjoint(s) 9 except Wb) 2--210, 10=239. LOAD CASE(S) Standard \`- J . P,E 76051 ��• ,�(2q 6 Dom. o ruea Inuss Iype Y MW266AValon Artisan Avalan-AltisaRgl D5 Manopndl 1 1. Job Reference farnianall ^'•' -'• ^--• " 0.[JV 5 Viz [l LUIO MfllK IIWUSPICS.IM. M J&I lJ 14:Ll:Ut 1018 Yd901 ID25Ysg4471an g5MnOdCoyODno-llMloxTu4aEOLD2ff:; TdGBTiEU20n5tpreJUiuo7W -02S12-0 13J-0 f -0 s0-0 i id0 i 2A0 314 = 3x4 = 2x4 II I M247-0 8-0-0 13.4-0 153-8 M 1-8•a LL11-10 SM { u.n I u�l Dead Load Deft = 5/16 in -Plate Offsets MYI- i5:0-2-0.0-2-81 110:0-6-0 0-2-01 H3:04-0 0-0-e) (14.0-2-0 0-0-41 (16'0.2-3 0 0-81 LOADING(psf) SPACING- 2-" CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.85 Vert(LL) 0.37 12-13 >456 240 MT20 2441100 TCDL 16.0 Lumber DOL 125 BC 0.76 Vart(CT) -0.5412-13 -338 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB OA7 Hoa(CT) 0.17 8 n/a nfa BCDL 10.0 Code FBC20177fP12014 Mabtx-MS Weight106Ib Ff=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'E:KwpP B2: 2x4 SP M 31, B4,F2 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 8=D-8.0 (min. 0-1-8), 2=0-e-0 (min. 0-1-8), 9=D-8-0 (min. 0-1-8) Max Horz2=342(LC 8) Max Up1i118=126(LC 4), 2--225(LC 8). 9=224(1-C 8) Max Gmv8=145(LC 18), 2=840(LC 1), 9=616(LC 1) FORCES. 0b) - Max. CompJMm Ten. -M forces 250 (ib) a less except when shown. TOP CHORD 2-3=655127, 3-0=11371290, 4.5---383187, 5$=.2581101 BOT CHORD 2-15=2821500, 14-15=2a2/500, 1314=1851383, 3-13=1551459, 12-13=440f969, 6-10=981308, 9-10=•9g/260, 8-9>1001261 WEBS 4-12=01283,10-12-429/888, 4-10=7711367, 6-8-5051195, 3-15=5271289 Structural wood sheathing directly applied or2-2-0oe purfins, except end verOcals. Rigid celling directly applied or 104W oc bracing. Except 6-0-0 oc bracing: 10.11 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=S.Opsf h=160; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL--1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater pbnding. 4) M plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live toad nommnarrrentwith any other live loads. 6) Provide mechanical connection (by others) of lass to bearing plate capable of withstanding 100lb uplift atjoim(s) except (11=-lb) 8=126, 2--225, 9=224. LOAD CASE(S) Standard 7 \ ' is ♦ i /, PE 76057,, I ♦ A,� im fuss irusslype Avaloo-Aresanyl D6 Monopitch 1 1 IMWMAvalonAdlsan Job Reference lopgonall . r.. n nerm, ram. saes, 3 1) so = — a ...., o 3x4 — 3x4 = 2x4 II 5 6 7 Dead Load Dab. -5116 in k LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 I SPACING- 24W Plate Grip DOL 125 Lumber DOL 1.25 Rep Stress Ina YES Code FBC20171rP12014 I est. TC 0.86 BC 0.76 WB 0.43 Mautx-MS I DEFL in poc) Ildell Lld Vert(LL) 0.36 12-13 >502 240 Ved(CT)-0.5512-13 >333 180 Horz(CT) 0.18 8 n/a Na I PLATES GRIP MT20 2441190 MT20HS 187/143 Weight 1021b FT=20% LUMBER- BRACING - TOP CHORD 2x4SPN02 TOPCHORD Structural wood sheathing directly applied a2-2-0 oc pudins, except BOT CHORD 2x4 SP No2'ExcapY end verlicals. B2. 2x4.SP M 31, B4,F2 2x4 SP N0.3 BOT CHORD Rigid caging directly applied or 10-M oc bracing. Except WEBS 2x4 SP No.3 6-0-0 oc bracing: 10-11 OTHERS 2x4 SP N0.3 REACTIONS. (size) 8=0-8-0 (min. 0-1-8), 2=0-8-0 (min. 0.1-8), 9=041-0 (min. 0-1.8) Max Horz2=292(LC 8) Max Uplift8>190(LC 6), 2-229(LC 8), 9=289(LC 8) Max Gmv6=88(LC 8), 2=832(LC 1), 9=796(LC 1) FORCES, Qb) - Max. Comp./Max. Ten. -Ali forces 250(I1a) or less except when shown. TOP CHORD 2.9=Z50/54, 3-4=1104f275, 45=380/125, 5-6=-279H08 BOT CHORD 2-15=2591498,14-15 =2591498, 13.14>1681360, 3-13=112/428,12-13=-373/936, 9-10=109/292, 8-9=110/294 WEBS 4.12--W298,10.12=336f797, 4-10=7121335, 6-8=493/180, 3-15=524/271 NOTES. 1) Unbalanced roof five loads have been considered forthis design. 2) Wnd: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=5.opsf; BCDL=S.Opst h=16ft CaL II; Exp C; End., GCpF-0.18; MWFRS (envelope); 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 truss has been designed for a 10.0 pat bottom chord live load noneonwrrent with any other live loads. 6) Provide mechanical connection (by others) of buss to hearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt-@) 8=1 go, 2=229, 9=289. LOAD CASE(S) Standard • LiY PE,76051 jf I J00 Ituss Iruss lype MW266A Aresen Avalon Msanyl D7 IQW 1Fiy Monopi - 1 1 JoD Refererrce 'on 3 11 4x8 = 4 3x4 = 5 1-0-6 24i-0 a" 134-0 15�3-B 16-0-0 11u Ir�l M I I I u� Dead Load Dell.-5116 in. Plate Offsets _(X Y)- 13:6312.0-1.81. [4:0d4 0-2-0) n:0.1-12 0.1.8t [9:0.6-4 a2-0t fl2:0-".0.0 8t 113:0-24.0-0-41115:0-2-3 0-Ml LOADING(psf) SPACING- 2-M CSI. DEFL. in (hoc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.96 Vert(LL) 0.36 11-12 >502 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.78 Vert(C) -0,57 11-12 >318 190 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES VdB 0.33 Horz(CT) 0.18 7 We nla BCDL 10.0 Code FBC20171IPI2014 MetdK_MS Weight 97 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied; except end verticals. BOT CHORD 2x4 SP No2 -Except- BOT CHORD Rigid calling directly applied or 1041.0 oe bracing. Except 82'. 2x4 SP M 31, B4,F2' 2x4 SP N0.3 6-0-0 oe bracing: 9-10 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 7=0-8-0 (min. 0.1-8), 2=041�0 (min. 0-1-8), 8=041.0 (min. 0.1.8) Max Horz2=242(LC 8) Max Up8ft7=131(LC 4), 2--231(LC 8), 6=212(LC 8) Max Gmv7=125(LC 18), 2--836(LC 1), 8=698(LC 1) FORCES. (Ib) -Max CompJMax Ten. - Ali forces 250 (lb) or less exceptwhen sbawn. TOP CHORD 2-3=-660/82, 3-0=10851262, 4-5=5401202 BOT CHORD 2-14=2401510,13.14=240I510, 12-13=1531365, 3.12-1181393, 11-12-2851912, 8.9=1861510, 7-8=-1861511 WEBS 4-11=01286, 9-11=2851863, 4.9=418N91, rW=714J256, 3-14=534r258 NOTES- 1) Unbalanced roof We loads have been considered for this design. 2) Wind: ASCE 7-10; Vu0=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=16ft Cat II; Exp C; End., GCpi=O.16; MWFRS (e elope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) Ali plates are MT20 plates unless otherwise Indicated. 5) is truss ru s has beco nnection signed for a 10.0 psf bottom chord live load nonconcu ent with any other live bads. Pro(by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (Ir-Ib) 7=131, 2=231, 8=212. LOAD CASE(S) Standard JOD NSS Imss I ype MW2 Awabn Anlsan Avdl Artisartgl Da Han Hip Grder 1 1 Job Reference 'on aGIMHiI Huss. FL FKICB, FL, a = 40.--_ 1x411 3x4= 2x411 8-0-0 10-7-12 15341 0.A11 I 67-12 ~ 4-7-12 OSS Plate Offsets (X Y)— 13.0.544 0-2-0] (12:0-2-0 0-0-81 LOADING (PSI) SPACING- 2-" CSI. DEFL in (Ioc) Vdeft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.04 11-16 >999 240 MT20 2441190 TCOL 15.0 Lumber DOL 125 BC 0.40 Vert(CT) -0.0711-18 >999 180 BCLL 0.0 Rep Stress Incr NO IMB 0.28 Horz(CT) -0.01 2 We n1a BCDL 10.0 Code FBC2017fFPI2014 Matrilo-MS Weight: 85 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-3 oc pudins, except BOT CHORD 2x4 SP No.2'Excepr end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid celing direct' applied or 10.0-0 oc bracing, Except WEBS 2x4 SP No.3 640-0 oc bracing: 7-8. OTHERS 2x4 SP No.3 REACTIONS. (sae) 7=0-8-0 (min. 0-1-0), 2=0.8-0 (min. 0.1-8), a=0.8-0 (min.0-1-8) Max Hoa2=192(LC 8) Max Uplift?=104(LC 1). 2=229(LC 8). 8=348(LC 5) Max Gmv7=87(LC 4), 2=759(LC 1). 8=782(LC 32) FORCES. (1b) - Max. CompJMax. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 2-0=8451238, 3-17=-0051227,17-18=6051227, 4-18=805/227, 4-19--6051227, 19-20=-6051227, 5-20=6051227 BOTCHORD 2-11=2491681, 10.11=247/891, 5A=7011350 WEBS 4-10=2951212, 5-10=283f733 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; VuH=180mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=1Sit Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pbnding. 4) AD plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrentwiel any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjohd(s) except "b) 7=104, 2=229, 8-,348. 7) Hanger(s) or other connection device(s) shag be provided sutfrcrentto support concentrated load(s)107 lb dawn and 42 lb up at 6-0-0,114 Ib down and 421b up at 8-0.12, 114 Ib down and 421b up at 10-0-12, 1141b down and 421b up at 12-0.12, and 114 Ib down and 421b up at 14-0-12, and 921b dawn and 191b up at 15-10-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). _ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Inaaase 1.25 Uniform Loads (pit) Vert 1-3=70, 3-6=70, 9.14=2(1, 741=2g Concentrated=42(Loads Pb) �, �%erE'f7(FJ� 172(F71B�2(Fi..19-�12(Fi2�12 Veit3 � ��.8 NN i \�N \CENg � F `i.. j PE76051 1 job I russ Iruss Iype y W268 AV4Ion ANsan Avalon-Artseng D9 MONOPITCH GIRDER 1 2 Job Reference o oral S Lfinan TeUn. FL Plc=. FL. 3 951 3 RIn:8.230a OG212018PnMA"n.04212m9M7eklndu6eies.ln4. Fri Jan251421:052019 Paget ID15Vs944?kmmi2g5MnorICoyODm-AccEmabgCkgpgLXbniPn6MyLrvFy2cTkT4NLzzR4S 533 1038 16a-1T I t-2i V21 539 I soa � 505 � i 2x4 II US 6 3x4 = 2x4 II 618 = 2xe II 16�0 ��J3 F 150�,5 1 1 12 1040 0.104 Dead Load Deft -1116 in Plate Offsets (X.Y)— 14:0-1-12.0-1.11L [5:0-1-12,0-1-B], p:030 Oddl. I8:0-7.8 0-2-81. [10:04-0.0-2A1111:0.2-004-81 LOADING(Pst) SPACING- 2-M CSI. DEFL in Qoc) Udell Led PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.29 Veft(LL) 0.0911-12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.49 Vert(CT)-0.1511-12 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.58 H=(CT) 0.02 10 We n1a BCDL 10.0 Code FBC2017fFM2014 Mabbk-MS Weight 2711b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x6 SP No.2 *Except* BL-.2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0 (min.0-1-8),10=6.4-0 (min.0.2-9) ManeHom1=409(LC 8) Max UpliR1=724(LC 8). 10=2540(LC 8) Max Gmvl=2319(LC 1), 10=6204(LC 1) FORCES. Qb) - Max. Comp-iMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-2=481711526, 2J=2891/837, 3-4=2750/849, 45=269/427 BOT CHORD 1-12--1689/4230, 12-16=168914230, 16.17=1689/4230, 11-17=168914230, 8.10=4848/2109,5-8=-1729/877 WEBS 2-12=51511495, 2-11=1943/872, 4-11=1027/2951, 4.8=-3420/1339, 5.7=60611159, 8-11=103212625 Structural wood sheathing directly applied or 5-6-13 oc pudins, except end ver5rals. .Rigid ceiling directly applied or 104)-0 oc bracing, Except 641.0 oc bracing: 7-8. 6-0-0 oc bracing: 8-10 NOTES- 1) 2-ply truss to be connected together with 1Dd (0.1311'x3' galls as follows: Top chords connected as follows: 2x4 -1 raw at 0-9-0 oo. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-&0 oa Webs connected as follows: 2x4 -1 now at 0-9=O oc. 2) All bads are considered equally applied to a0 plies, except if noted as front (F) or back (9) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute ony loads noted as (F) or (9), unless otherwise indicated. 3) Wind: ASCE 7-10; Vug=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf, BCDL=5.Opsf; h=16ft: CaL 11; Ekp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) AO plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencumant with any other live loads. 6) Provide mechanical connection (ry others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ql=lb)1=724, 1D=254o. 7) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated load(s)1977 lb down and 785 m up at 7-04Z 899 go down and 334 lb up at 9.0.12, 899 lb down and 337111, up at 11k12, 899 th down and 339 lb up at 13.0-12, and 870 lb down and 313 Ib up at 151-0, and 1495 Ib down and 7261b up at 1644 on bottom chord. The desigmselealon of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 11 Dead + Roof Live Oxllancedl: Lumber Incmase=125. Plate tncmase=125 10-13>20, 9-10=20, 7-8=20 bated Loads (to) s t . ;. Ver7=1495(F) 1D=-870(B)16=1977(B) n=899(B)18=899�6)19ma99(B) .t r ( PE76051 [ 1 job InISS I rues lype MW266AWon Mi;an AvalorvArtioanyl D10 HaHHip GINer / 2 Job Reference (optimal) RID25Ys944?Ivnm Mncrl ODrx�x"d BxDRWs RASVDeM58F9 hyl 7q"Mh�roR 96 Coy 1t _ 91Zw1 2f0' oY g4 1 2-00 4-7M B-7-12 2-02 11 XZ I 3-10.12 1 3i 3 ou = 17 3 1x411-----------4x10= — 4 5 18 Dead Load Deff.-1181n 2x4 II 19 6 4S-0 8-7-12 12412 163A to 1 11M1N 1 jt1 1 11M119 H6= Plate Offsets MY)- [3:0-5-4,0-2-01.15:0-2-8,0-1-12), [7:Edge 0-4-0]. [8:0-4-4 0-1-0] f10:04-8.9-4-0] [12:0-23,0-0A] LOADING (psi) SPACING- 2-0-0 CSI. DEFL in pco) Ildeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.211 TC 0.42 Vert(LL) 0.1110-11 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.1910-11 >999 180 MT20HS 1871143 BCLL 0.0 Rep Stress Inv NO V B 0.81 Horz(CT) 0.04 7 n/a We BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight 200 to FT=20-A LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x6 SP M 26 •Except- B2: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 7--Mechanical, 2=0-84 (min. 0-1.8) Max Hom2=161(LC 21) Max Upiift7=1481(LC 5), 2=1148(LC 8) Max Grav7=4840(LC 1), 2=3424(LC 1) BRACING - TOP CHORD Structural wood sheathing direly applied or 4-2.6 oc puffins, except and verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) -Max. CompJMax. Ten. - Afl forces 250 (Ib) or less except when shown. TOP CHORD 2-17=-6502/2216, 3-17=6385/2233, 3-0=779312577, 4-5=779312577 BOT CHORD 2-20=201815733,11-20=201815733, 11-21=204915813, 10-21=2049/5813, 10-22>183715902, 9.22-1837/5902, 9-23=183715902, 8-23=183715902, 8-24=183715902, 24-25=183715902, 25.26=183715902, 26-27=1837/5902, 7-27=1837/5902 WEBS 3-11=55011369, 3-10=68712352, 5-10=-08912271, 5.8=r34812191, 5.7= 695012161 NOTES- 1) 2-py buss to be connected togetherw[th 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0.9.0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0.5.0 oc Webs connected as follows: 2x4 -1 row at 0-s-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=5.Gpsf BCDL=5.0psf, h=16fk Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to preventwater ponding. 5) Ali plates are MT20 plates unless otherwise indicated. 6) This buss has been designed for a 10.0 psf bottom chord live load nonconcamentwith any other We loads. 7) Refer to girder(s) for truss to buss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (jt::lb) 7=1481, 2=1148. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)13 lb down and 13 lb up at 43.4, and 120111 dawn and 134 lb up at 12-8-12, and 86 lb dawn and 106 to up at 14-8-12 on top chord, and 665 to down and 349 lb up at 4-3-4 ,,, 1844 lb down and 704 th un at 7-0-12. 899lb down and 265 lb un at 9-0-12. 899 th down and 235 In un at 11-0-12. 352 Ill and 4� chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 `rf 7x' ° i r 1 �* 1 �`9 �jO'c 0 Naa rua5 ype y MW368A A1Gaen AvalarvANaan-o D10 Half Hip Grtcer 1 SMUMI T FL FIaMC,FL 3a951 2 Job Reference (optional) Run. 8230 s 21 20I8 Pnnt 8.2_W a Otl 312018 MRek Inauab... Inc. Fn Jan 251d'21:0620/8 Page 2 ID.25Ys944?gnnd2g5MnodCoyODmz .Ad_j�xDRWagR Wj9VDeKKu5Sf92hylcy7gdHV=jF LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads (pit) Vert 1-3=70, 3-6=70, 7-14=-20 Concentrated Loads (lb) Vert 18=118(B)19--61(B) 20=-665(8) 21-1844(F) 22-899(F7 23=-899(F) 24=-352(B) 25=-899(F) 26=28(B) 27=901(F) \l11.111 //, 31 fo? N Illlil\\�� 1159 inuss lype y MW2w Avalon Adisan Awloo-N n4 D11 Ro special Gtidw 1 1 .lob RefenVhce (optional) awman , rvss, r� ner®. ram, :xaar NM:11TJe 6 Or121201a PnnC a]30 sOC212a1a 4eTek I(tlYSlaee, Inc Ftl Jan 2514310] 2019 Papa 1 ID:25ys9447kmmi2g5Mnor1 Drx-761C1BXyI X38Vv)CMtXR7eeX b'Z nZdph¢roj0 6418 6 11-0 ' 84141 030 2X4 II 3x4 = 6 4X4 = 4,4 = 7 is 8 9 10 4 54.4 = 2X6 II 8-6-0 &11�8 6.AA Dead Load Dell. = 3116 in Plate Offsets MY)— (4:04-8 0-1-01 (5:0-1-12,0.2.0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in pac) Vder L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Verl(LL) 020 4-1 >377 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.75 Vert(CT) -0.29 4S >257 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 7 Na Na BCDL 10.0 Code FBC2017rrP@014 Mabbo-MP Weight 591b FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP No2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x6 SP No.2 WEBS REACTIONS. (size) S=Mechaniral, 7=0-5-0 (min, a1.8) Max UpftR 713(LC 4), 7=544(LC 5) Max Grav5=1508(LC 1), 7=1141(LC 1) FORCES. (1b) - Max. CompidMax. Ten. -An forces 250 gb) or less except when shown. TOP CHORD 4-7=3881889, 6-7=252/156, 2-6=252I156 Structural wood sheathing directly applied or 6-11-8 oc pudins, except end verticals. Rigid ceiling directly applied or &1R8 oc bracing. 1 Row at midpl 2-5 NOTES- 1) Wind: ASCE 7.10; VUlt-160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=S.Opsf; h=16ft Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This ti s has been designed for a 10.0 par bottom chord live load nonconcu entwith any other live loads. 4) Refer to girder(s) for truss to buss connections. 5) Bearing atjomt(s) 7 considers parallel to grain value using ANSIRPI 1 angle to grain formula. Bull ft designer should verity rapacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100lb uprd atjolnt(s) except (It --lb) 5=713, 7=544. 7) Hanger(s) orother connection device(s) shall be provided suffident to supportconcentrated load(s) 6891b down and 352 lb up at 0.7-12, and 684 Ib down and 3571b up at 2-7-12, and 6841b down and 357 Ib up at 4.7-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) sermon, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(B) Standard 1) Dead +Roof Uve (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (plt) Vert 1-2=70, 2-0=70, 45=20 Concentrated Loads (Ib) Vert "89(r) 9=.664(F) 10--684(F) ,1111111 P,E76051; i 1 t �//lflllill\1\ �� i Jon Truss iniss type y MWMAv nArtsan Avaloo-ANearv91 Et COMMON 1 1 Job Reference (optional) ID'25Ys9447Wnm12g5MrroACoyODn- 11,15tZTz760g146GwF6Pl_032wa91)vDRIBMNugP -2-0-0 530 10-6-0 1&6-0 ' I 530 530 2 4X4 = 4 E wuvu 5 h r= nuru 0. r= 1X4 11 1X4 11 LOADING(psQ I SPACING- 2.0.0 I CSI. I DEFL in Qoc) Udell Vd I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) .0.04 9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.57 Vert(CT) -0.09 9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.09 Horz(CT) 0.00 8 n1a We 1 BCDL 10.0 Code FBC2017frPI2014 MabiX-MS Weight 52lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 6-M do pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 10=0.8-0 (min. 0-1-8), 8=0-8-0 (min. D-13) Max Hoa10=73(LC 6) Max Up8ftl0=-320(LC 8), 8=-326(LC 9) Max Gmv10-615(LC 17). 8=625(LC 18) FORCES. Qb) - May. CompJMax. Ten. -All forces 250 Qb) or less except when shown. WEBS 310�3821308, 5-8=3831304 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3secund gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF, h=161% Cat. 11; Exp C; Part End., GCpi=0.55; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) AN plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconaument 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 QMb)10=320, 8=326. LOAD CASE(S) Standard J00 IrUW iniss iype Ply fdw2 AxebnA %,n ArWon-Ar W"I F3 1111Y I Common - 2 1 Job Reference (optionall 9 4x4 = 3_ 530 108-0 i411 1 iM � 11 p Plate Offsets (X.Y)— [2:037,0.0.121. 17:0.2-3,0-0.81.19:0-2-3041A LOADING(pst) SPACING- 241-0 CSL OEFL in Doc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip:DOL 125 TC 0.33 Vert(LL) 0.03 6-13 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 027 Vert(CT) -0.03 6-16 >999 180 BCLL 0.0 Rep Suess Ina YES WB 0.08 H=(CT) 0.01 4 We We BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight 50 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP NO2 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (sae) 2=048-0 (min. 0.1-8),4--0-" (min.0-1-8) Max Horz2=73(LC 6) Max Up==-304(LC 8), 4=-304(LC 9) Max Gm2-617(LC 1). 4=617(LC 1) FORCES. Qb) - Max. CompdMaz. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=6101283, 3.4=6101283 BOT CHORD 2-6=1471497, 4-6=1471497 Structural mod sheathing directly applied or 6-0.0 oc puriins. Rigid wiring directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10;. Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Cpsf; BCDL=5.0psf, h=16% Cat II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Ali plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 lust bottom chord live load noncencurrent with any other five loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 th uplift atJoint(s) except QI-I- b) 2=304, 4=304. LOAD CASE(S) Standard \1liiru ��'�GENSF PE 76051 )NAL ENS\\\N L� Job nRe Innalype MW266Avalw Artisazi Awlo,AMsart9l UE JQW C=rian suppw dCade t 1Piy 1 :lob Reference (optional) ID:25Ys94471anm12g5MnodCoyODncJLIcC_SjREFIStIgdmLyyWcvBMduY2r42kugzroj0 M 530 10b-0 12�-0 F 2-0-0 I 53-0 I 5-3.0 4x4 = 111 Io Plate Offsets (X.Y)— f11:0.2.3.0-0-81. 113:0-2-3 0-0-81 LOADING(psf) SPACING- 2-0.0 CSI. DEFL in Qoc) War Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.32 Vert(LL) -0.03 7 nir 120 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.08 Vart(CT) -0.05 7 ntr 90 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(CT) 0.00 6 n1a Na BCDL 10.0 Code FBC2017lTP12014 MatrixS Weight 54M FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid miring directly applied or 104)-0 oc bracing. OTHERS 2M SP No.3 REACTIONS. Al bearings 1080. Qb)- Max Horz2--73(LC 6) Max Uplift Al uplift 100 lb or fees atjoim(s) except 2=116(LC 8), 6=130(LC 9), 10=1D4(LC 8), 8=103(LC 9) Max Gray All reactions 2501b or less atjoint(s) 9, 10. 8 except 2--329(LC 1), 6=329(LC 1) FORCES. Qb) -Max. Comps Max. Ten. -AlIfarces 250 Qb) or less exceptwhen shown. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuft=160mph (3-second gust) Vastl=124mph; TCDL=5.Opsf BCDL=5.0psf; h=16ff CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed forwind bads in the plane of the buss only. Forstuds exposed to wind (nomlal to the face), see Standard Industry Gable End Details as apprieable, or consult qualified building designer as perANSVIPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 241-0 oc 6) This truss has been designed for a 10.0 psf bottom chord live bad nonconcumant with any other live loads. 7) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 1161b uplift at joint 2, 130 lb uplift at joint 6, 104 Ib uplift at joint 10 and 103 to uplift at joint 8. LOAD CASE(S) Standard PE 76051 i f 1 t J00 Truss imss I yp9 MW2ea Avalon MM Araloo-Aibmnyl E3 ItRy JFIY COMMM . 1 1 Job Reference (optionall .IOYNCn1 I MM. rc rIP .rL.:1 l 4x4 = 4 nvru Oir= ur u IM 11 138 t-7-8 53-0 8-9.11 1050 1� :L]A ~ db11 FOE51 1 II lid Plate Offsets D(YI— 113:0-2-3.0-0-81 LOADING(ps1) SPACING- 2-0-0 CSI. DEFL in poc) Udell LM PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ven(LL) -0.04 9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.62 Vert(CT) -0.08 8.9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.11 H=(CT) 0.00 8 Na n1a BCDL 10.0 Code FBC2017frP12014 Maubc-MS Weight 511b FT=20% LUMBER- .BRACING - TOP CHORD 2M SP No.2 TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc purfins. BOT CHORD bx4 SP Nc.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 20 SP No.3 REACTIONS. (size) 10-041-0 (min. G-1-8), 8=0.11-5 (min. 0-M) Max Horz 10=73(LC 6) Max Uplift10=335(LC 8), 8�303(LC 9) Max Grav10=662(LC 13), 8=592(LC 14) FORCES. (lb) - Max CompJMax. Ten. -Al forces 250 ph) or less except when shown. WEBS 3-10�4161313, 5-8=-0221356 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opst, BCDL=S.Opsf• h=16$ Cat. 11; Exp C; Part End., GCpi=0.55; MWFRS (emrelope); 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 pal bottom chord live lead nonconcurrem with any other live loads. ' 5) Provide mechanical connection pry others) of truss to bearing plate capable of withstanding 335 lb uplift atjoint 10 and 303 lb uplift atjcint 8. LOAD CASE(S) Standard PE>76051 i ' Q"! A-- A2I /i*fi Ai "ram \\ Girder LOADING(psf) SPACING- 2-0.0 TCLL 20.0 Plate Gap DOL 125 TCDL 15.0 Lumber DOL I 125 BCLL 0.0 Rep Stress Inrr NO BCDL 10.0 Code FBC2017JTPI2014 LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Right 2x4 SP NO.31-1-10 4x4 = 7 1R CSI. TC DEFL in VOC) I/de6 L/d PLATES GRIP 0.95 BC 0.82 Vert(LL) 0.03 7-8 >999 240 MT20 2441190 Vert(CT) 0.05 7-8 >858 ISO MIB 0.19 Ho¢(CT) -0.01 7 n/a to Malmr-MS Weight 471b FT=20% BRACING- TOPCHORD Structural wood sheathing directly applied or 9-11-3 oc pudins. BOT CHORD Rigid Ceiling directly applied or 5-10-8 oc bracing. REACTIONS. Aft bearings 7-10-0. Qb) - Max Ho29=89(LC 10) Max Ali Max Grev All reamoft ns 250rlb or lessOat joi t(s)except=861(L 1), 77�4=119C (LC9=), 7 ('C25) 3(LC 1), 9=418(LC 13) FORCES. Qb) - Max Comp.lMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=274/715, 3-4=2091768, 4-5=2211730, 5E=329/910 BOT CHORD 2-9=630/298, 8-9=6301259, 7-8�301259, 6-7=608/201, 6.19=8312at WEBS 4-8=833t257, 5.7=748/342, 3-9=2971280 NOTES- 1) Unbalanced roof five loads have been Considered for this design. 2) Wnd: ASCE 7-10; VuIt=16Omph (3-second gust) Vasd=124mph; TCDL=5.Ops , BCDL=5.Op6f; h=16ft Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.50 3) This lass has been designed for a 10.0 psf bottom chord Irve load nonconcurret with any other live loads. 4) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 203 lb uplift at joint 8, 412 to uplift at joint 7 and 331 lb uplift atjoit 9. r other on bottom Cehord. The Connection n/selvedion off such connecshall be tion provided device(s) is thsufficient to e rtlpons responsibility of others. Concentrated 9701b down and 324Ib up at 10-0-12 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as trot IF) or back (B). LOAD CASE(S) Standard 1) Dead . Roof Live (balanced): Lumber Increase=1.25, Plate Invease=1.25 Unflorm Loads (p8) Vert 1-4=70, 4.8=-70,12-16=20 Concenhated Loads Qb) Vert 19=970(F) ON1 1I ►///// PE 76051 �_ it Tz �///III ill nr54 TrJSS Ype My MW AValon Arfi A%Wo"rUwraW Hi Gammon f 1 Job Reference (aptionefi ID25Y=594 ?kmrn-,2g5MWHCOYODM-T8XuEE0 OMcggZVmK2a685016A iUW)IM;t. 42-0 i 84-0 42-0 4-2-0 4,4 = Dead two Dell. =1ns 1n 2 ------6.00(11 - - -----`�---- - -- - --------------- --- — - - - 2n6 1 5 4 6 1x411 3x411 3x4 11 Plate Offsets (X.YI— 11:Edee 0.1-12f. [3:Edge,0.1-121 LOADING (pall SPACING- 2-0-0 CSI. DEFL m Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.50 Vert(LL) -0.05 5 >999 240 MT20 244M90 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) .0.11 5 >875 180 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(CT) 0.00 4 We We BCDL 10.0 Code FBC2017r1'P12014 Ma/fix-MR Weight 36 lb FT=20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or6-0-0 or pudins, exrept BOT CHORD 2x4 SP No.2 and verticals. WEBS 2x4 SP-No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 or bracing. REACTIONS. (size) 6=Mechanical, 4=Mechanical Max Horz6--40(LC 4) Max Uphffi=90(1_C 8), 4=90(!_C 9) Max Grav6=362(LC 1), 4=362(LC 1) FORCES. Qb) - Max Camp./Max Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-2=268194, 2-0=266194,1-6=2621106, 3-f=2621106 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0psf; h=16f ; Cat II; Exp C; End., GCpr-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconanent with any other live loads. 4) Refer to girder(s) fortruss to truss connection& 5) Provide mechanical connection (ry others) of truss to bearing plate capable of withstanding 90 lb uplift atjoInt 6 and 90 lb uplift atjomt4. LOAD CASE(S) Standard PE 76051j r ALI, .A .TA,`��} j r�. Iniss I fuss I ype CRY y IA266Atelw Mlori lion AvalmfNasen9l H2 Common t t Job Reference 00=4 io-z5Ys9'44aiu nii2g5enodCayODa-TezuEEo OMeq;: i'Mcisba m's"5`s9vi2iiNZ41. 4-2-0 9e o 4-2-0 4x4 = Dead Load DeIL =1116 in rr. 2 2XE 5 4 6 tx4 II 3x4 II 3x4 II Plate Offsets (X.Y)— fl:Edce.0.1-121 [3:Edge 0.1-121 LOADING(psf) SPACING. 2-0-0 CSI. DEFL in (hoc) Ilde6 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.50 Varl(LL) -0.05 5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(CT) .0.11 5 >861 180 BCLL 0.0 Rep Stress Incir YES WB 0.03 Hurz(CT) 0.00 4 nla nla BCDL 10.0 Code FBC2017rrP12014 Matnx-MR Weight 361b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 64)-0 oc pudins, except BOTCHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oo bracing. REACTIONS. (size) 6=Mechanical, 4=Mec ianical Max Hom6=39(LC 4) Max Upli18=91(LC 8), 4=91(LC 9) Max Guv6=362(LC 1), 4=362(LC 1) FORCES. 0b) -Max ComplMax. Ten. - Ali forces 250 0b) or less except when shown. TOP CHORD 1-2=26a/e3, 2-3=268I93,1E=2611106, 3A=261H06 NOTES. 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf, h=16$ Gatti; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This buss has been designed for a 10.0 pet bottom chord live load noneoncurrentwith any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection Dry others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 6 and 91 la uplift at joint 4. LOAD CASE(S) Standard NNN PE 76051 r 1 js7ONAL ENG Joe Na9 I Was Type MW266AwIalANaan Awl r Msan4 HM 1111Y Kp dirdx 1 JHY 1 Job Reference (oplionall 1Kw: n33oac 21 zole Pnnt a230 s O 2129ha W1 eK uxu=". rr1G Fn Jan 251421:132019 Papal -24Y0 2410 6� ID25Ys94471anmi2g5Mnod�ODm.xLSGSalcnlhn3y3330Tdieohly3dAgfKe7J0ytbuojK 2-0-0 I 2-0-0 1 44-0 I 2-0-0 ♦— 2-0-0 4x4 = 25 26 I 1x4 11 1x4 II 1x4 II 1 24F0 1 6-4-0 1 &4-0 i 2-0-0 dd.e 2J1r1 Plate Offsets (X.YI- 12:0.1-4,04-97 (5:0.14.0-1-91. f9:0.23 0-0-87. 111:0.2-3 0-0-81 LOADING(psf) SPACING- 2-" CSI. DEFL in poc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.06 7-8 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.55 Vert(CT) 0.07 7-8 >999 180 BCLL 0.0 Rep Stress htcr NO WB 0.07 Hom(CT) -0.01 5 Na Na BCOL 10.0 Code FBC20177fP12014 Matrix -MP Weight 661b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Excepr BOT CHORD F2: 2z4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8.0 (rnh. 0.1-8), 5=0-" (min. 0.1.8) Max Horz2=41(1.0 6) Max Up8ft2=279(LC 25), 5=279(LC 24) Max Gmv2=577(LC 36), 5=577(LC 37) FORCES. (Ib) - Max. Comp./Max. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 2.3=805/961, 3-25=709f871, 25-26=709/871, 4.26=709/871, 45=805/961 BOTCHORD 2.8=829l152, 8.27=.87lf780, 27-28=8717780, 7-28=87lf780, 5-7=8291753 WEBS 341=354/228,4-7=-354/228 Structural wood sheathing directly applied or 6-5-10 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. Except 5-&0 oc bracing: 2-5 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l6Umph (3,econd gust) Vasd=124mph; TCDL-S.Opsf, BCDL=5.Opsh h=16f ; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Ali plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load noncom rrent with arty other Ore loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 279lb uplift at joint 2 and 279 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)144 lb down and 190 lb up at 24)-0, 91 Ib down and l l6la up at 3-143, and 91 Ib down and 1161b up at 5-2.3, and 145Ib dawn and 190Ib up at 64-0 on top chord, and 78 lb down and 78 lb up at 2-0-0. 95 lb down and 273 to up at 3-1-13, and 95 lb down and 273 lb up at 5-2-0, and 78 lb dawn and 78 lb up at 64-0 on bottom client. The desigNselecfion of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) 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=70, 34=70, 4-6=70,19-22=20 Concentrated. Loads (Ib) Vert 3=78(F) 4=78(F) 8=37(F) 7=37(F) 25=51(F) 26=51(F) 27=127(F) 28=127(F) PE W51" i 7 1 f Nag rune YPeluty Fw MMOSA Amami an AvalonANsan� H4G Hal Hip GMa 1 7 Job Reference Mptional 1 a, nth, rn ran w icmaa zma rape , B)25Va94471onnu2g5MnodCoyODrx-PWefix2EYaYPDXFtlAMVJfOEN T1A2hmoMmVZlaojJ 333 4-2-e 49-0 ' 333 I 0.115 I 0&8 I 5 5x4 = 314 = Dead Load Deg. =1116 in Plate Offsets .(X Y)— (1:0-0-12.0-151 13:0.2-00.2-81 LOADING(psf) SPACING- 2-M CSI. DEFL in poe) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.76 Ved(LL) -0.05 6-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC OA3 Verf(CT) -0.13 6-9 >430 180 BCLL 0.0 Rep Stress Ina NO WB 0.11 Horz(CT) -0.04 4 Na his BCDL 10.0 Code FBC2017f[Pi2014 Matrix -MP Weight 181b FT=20% LUMBER - TOP CHORD 2x4 SIP Not LBOT CHORD 20 SP M 31 WEBS 2x4 SP.No.3 REACTIONS. (size) 1=0-0-0 (min. 0-1-0), 4=Merhaninl,B=Meohanical Max Hoa1=106(LC 32) Max UpUM=151(LC 8), 4=10(1_C 4), 6=329(LC.8) Max Grev1=551(LC 1). 4=17(LC 1), 6=701(LC 36) FORCES, gb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=284/156 BOTCHORD 1-10=231@76, 10.11=231/476,11-02=2311276, 8-12=231/276 WEBS 2-0=434/364 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-9-0oc purins. BOT CHORD Rigid ceTng directly applied or 10-0-0 oc bracing. 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vufl=160mph (3second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=16n; Cat II; Fxp C; End., GCpF0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This trussis not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 4) Provide adequate drainage to prevent water ponding. 5) Ali plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonooncunentwith any other live loads. 7) Refer to girder(s) fortruss to truss connections. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint 1, 10 lb uplift at joint 4 and 329lb uplift at joint 6. 10) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 203 lb down and 241.lb up at 4-2-8 on top chord, and 342 lb down and 111 lb up at 14-12, and 342lb down and 110 lb up at. 34-1$ and 165 lb down and 8lb up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Uve.(balanced): Lumber Increase=1.25. Plate Inrxease=1.25 Uniform Loads (pit) Vert 1.3=70, 34=70, 5-7=20 Concentrated Loads Qb) Vert 3=124(F)10=342(B) 11=342(11) 12=22fl tit,r// /�•'hPE76051 1 ss70NAL 1 Plate Offsets IX.Y)- [2.04-7 0-0.51 (5.0-2-3 0.0.81 LOADING (psi) SPACING- 2-0-0 CSL DEFL in 00c) I/deg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.33 Vert(LL) 0.00 9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 9 >999 180 BCLL 0.0 Rep Stress Ina YES UIB 0.00 Horz(Cl) -0.00 2 nda n1a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight 10 to FT = 20% �umne - BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Sbucbmd wood sheathing dheW applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid caging directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3--Mechanical, 2=041-0 (min. 0-1-8), 4=Mechanical MaxHorz2=66(LC 8) Max Upfifl3=42(LC 1). 2=143(LC 8), 4=64(LC 1) Max G2v3=33(LC 4), 2=340(LC 1), 4-44(LC 4) FORCES. (Ib) - Max CompJMax Ten. - A9 forces 250 pb) or lass except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=5.0psf; BCDL=5.0psF,, 11=16f ; CaL ll; Exp C; End„ GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip D0L=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This In= has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3,143 lb uplift at joint 2 and 641b uplift at joint 4. LOAD CASE(S) Standard Est -• _ ��2-i ��GENg�;.��"" i STA OA- -1i '!y/0NALS� I 1 Plate Offsets (X YI I2 0-4-7 0-o-al IS 0.2-3 0-0-01 LOADING(psO TCLL SPACING- 24).0 CSI. DEFL in poc) gtleft Ud PLATES GRIP 20.0 TCDL 15.0 Plate Grip DOL 125 TC 0.33 Vert(LL) -0.02 4 >999 240 MT20 2441190 Lumber DOL 125 BC 0.13 Vert(CT) -0.03 4 5947 180 BCLL 0.0 Rep Stress Ina YES Will 0.00 Horz(CT) 0A0 2 rda n/a BCDL 10.0 Code FBC2017f PI2014 Mabix-MP Weight 13 to FT = 20-A Lumnr - BRACING - TOP CHORD 2z4 SP No2 TOP CHORD Structural wood sheathing directly applied or 24-0 oc pudins. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechaniral,.2=0-8-0 (min. 0-1-8) Max Horz2=91(LC 8) Max UpIM-- B(LC 8), 2=113(LC 8) Max Grav3=38(LC 3), 2=309(LC 1) FORCES. go) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3secend gust) Vasd=124mph; TCDL=S.Opst; BCDL=S.Opsf; h=18ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.80 plate grip DOL=1.80 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf halt= chord live load nonconcunent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding S lb uplift atjourt 3 and 113 lb uplift at joint 2. LOAD CASE(S) Standard t itiri f 1M Job I rues inuss type ly MW 2a6 AVabn Adisan AvaImA9=4 J2A Jerk -Open' 2 1 Job Reference (optional) OONnBT 1.. , WGIOL`, YL. JG l LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (hoc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.38 Vert(LL) 0.00 4-5 >999 240 MT20 2441190 TCDL 15.0 I Lumber DOL 1.25 BC 0.52 I Vert(CT) 0.00 I 4-5 >999 180 I - BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) .0.03 3 nla n1a BCDL 10.t1 Code FBC2017r P12014 Matrix -MP Weight: 13 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Struchual wood sheathing directly applied or 240-0 Oc pudins. BOT CHORD 2x4 SP No2 BOTCHORD Rigid calling directly applied or 10-0-O oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (sae) 3=MechaniraI,4=Mechanical,5=M-0(min.0-1.8) Max H=5=91(LC 8) Max UpGR3=46(LC 1), 4=253(LC 1). 5=227(1-C 8) Max Grav3=32(LC 4), 4=105(LC 8), 5=622(LC 1) FORCES. (Ib) - Max. Comp./Max Ten. -AO forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=S.Ops , BCDL=5.Opsf, h=16N Cat 11; Exp C; Encl.. GCpF-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Ali plates are MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumentwith any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to hearing plate capable olwithstanding 46 lb uplift at joint 3, 253 ib uprd atjoint 4 and 227 lb uplift atjont 5. LOAD CASE(S) Standard 'Th M v\ _o_ SS�OhIA e job TMSS Inuss lype Nw2fie AVabn Ar45an Avalon kLs n-o J3 JQty Jack -Opal ' e 1PI) 1 Job Referenm o 0 b..M in ,rr. exam, r• ,weer i LOADING 20. I SPACING- 2-0-0 I CSI. I DEFL in Qoe) Ilde8 IJd I PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.33 Vert(LL) -0.01 4.9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.07 Vert(CT) .0.01 4-9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hd2(CT) 0.00 2 n1a Na BCDL 10.0 Code FBC2017frP12014 MatrbFMP VMght 161b FT=20% LUMBER- _ BRACING. TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 34)-0 oe pudins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid wMing directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) ,3=Medranicel, 2=041.0 (min. 0.1.8), 4=1VIechanical Max Hoa2=146(LC 8) Max UplifM3—S7(LC 8), 2--130(LC 8) Max Gmv3=90(LC 13), 2=328(LC 1). 4=46(LC 3) FORCES. Pb) -Max- CompJMax Ten. -All forces 250 Qb) orlessexceptwhen shown. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0pst BCDL=5.0psf; 11=16$ Cal 11; Exp C; Part End., GCpi=0.55; MWFRS'(envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) At plates are MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any otter live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide meehanieal connection (by others) o1 truss to beating plate capable of withstanding 87 lb uplift at joint 3 and 130 Ib uplift at joint 2 LOAD CASE(S) Standard Job Truss Wes I ypE MW2MAvalon Anban AVWveANservpl AJerk-Open JQV . 1 1VIY 1 Job Reference o 'on .wwrli��uu, rl riu ,rL..wWI nN[e1:Mla WL1 GVla rnl¢aLJua V¢<l [UIa MI.....S9 im m Jana 14:Ll'ln Linn repel ID:25Ys94471amN2g5MnodCoyODm-gu9VH5lcCNrtgrl sORSps0sa4P Wa WLkF=F W2-0-0 4-9-040 I 4-90 Plate Offsets (X,Y)— 12:0-3-7,0-0.51. 15:0-2-3,0-0-81 LOADING(PSI) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 SC 0.22 Vert(CT) -0.04 4-9 >999 180 BCLL 0.0 Rep Stress Ina YES WS 0.00 Horz(CT) 0.00 2 n1a n/a BCDL 10.0 Code FBC2o17fFP12014 Matdz-MP Weight 21 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=11Aechanical, 2=0-8-0 (min. 0-1.8), 4=Mechanical Max Horz2=158(LC 8) Max Llp=rf 96(LC 8), 2=114(LC 8) Max Grov3=131(LC 1), 2=387(LC 1). 4=85(LC 3) FORCES. (lb) - Max. Comp./Ma t. Ten. -Ail farces 250 Qb) a lass except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 4-9-0 oc purTms. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 4) W nd: ASCE 7-10; Vu0=160mph (3-secend gust) Vasd=124mph; TCDL=S.Opst BCDL=5.0psf, h=16f ; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Ali plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord five load nommncurrentwith any other rive 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 96 lb uplift at joint 3 and 114 lb uplift at joint 2. LOAD CASE(S) Standard „IlIffif GEN PE 76051 �1 r + `i d ntau, 1russ type y MW265Avslorl Artisan AVWl Anisalryy AG JarkOpen.G"vder t 1 Job Reference foDtionall ouNem Truss, Ft Pieme, FL, 31951 4x4 = w Uma8 Dc212ofe Print 6230s GC2120fa MTexlndasbles, Irw Fri Jan 251421: 9yV Papal ID:25Ys9447im=2g5MncdCoyODrx-MUSXIdSNM/VgV ODOxyhM3';XhbElsXyeTGF_E2rojE Dead Load Deft. =118 in Plate Offsets MY), - LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in goc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Ver((LL) 0.10 3-6 >563 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC OAS Vert(C-r) -0.19 3-6 >303 180 SCLL 0.0 Rep Stress lncr NO NB 0.00 Ho2(CT) 0.02 1 nla n1a BCDL 10.0 Code FBC2017IM2014 Matrix -MP Weight 15lb FT=20% LUMBER - TOP CHORD 2X4 SP N0.2 BOT CHORD 2x4 SP M 31 REACTIONS. (size) 1=04I.0 (min. 0-1-e), 2--1viechanical, 3=Mechanical Max Hom1=117(LC 8) Max Upgfti=135(1-C 8), 2-115(LC 8), 3=-92(LC 8) Max Gmvl=545(LC 1), 2=188(LC 1), 3=372(LC 1) FORCES. Ob) -Max CompJMax Ten. -Ali forces 250 (b) or less exceptwhen shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 1O-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=161S Cat 11; Exp C; End, GCPF-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Ali plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads. 4) Referto girder(s)fortruss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (ry others) of truss to bearing plate capable of withstanding 135 lb uplift atjoint 1, 115lb upfift stjoinl2 and 92 Ib uplift at joint 3. 7) Hanger(s) or other connection device(a) shag be provided sufficient to support concentrated load(s) 342lb down and 111 b up at 1-4-12, and 3421b dawn and 1 t0lb up at 34-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber hhaease=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1-2=70, 34=20 Concentrated Loads Ob) Vert: 7=342(F) 8=342(F) PE 76051 t 1 1 I - y Ii * _ � S 4/la /4. Z— 070NAN\ N 'e/jfl 1E `\ \\ 0 o FUSS russ We y MV1268 Avalon Artisan Awlor,mw" JS Jerk pen. 22 1 Job Reference o 'Dial RID25Ys944?I mmi2g5MmACayODa-EhOw2678pdh78?PiR HUVwu5U'zT6gAlDpMI'D 1 Plate Offsets (X Y)— L 3_-7.0-0-5) 15:0.2-30-0$1 LOADING(psf) SPACING- 2-0-0 CSL. DEFL- in poc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 125 TC 0.33 Verl(LL) 0.03 4-9 >999 240 MM 2441190 TCDL 15.0 Lumber DOL 125 BC 0.25 Vert(CT) -0.06 4.9 >999 180 BCLL 0.0 Rep Stress lncr YES NB 0.00 Ho2(CT) 0.01 2 Na nia SCDL 10.0 Code FBC2017/1P12014 Matrix -MP Weight 22 lb FT=20elo LUMBER- BRACING - TOP CHORD 2x4 SP.No.2 TOP'CHORD Structural wood sheathing directly applied or 5-0-0 odpudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Medhanhcsl, 2=0." (min. 0-1-8),4=11fiechanical Max Horz2=165(LC 8) Max Upli83=102(LC 8). 2=115(LC 8) Max Gmv3=140(LC 1), 2-397(LC 1), 4=90(LC 3) FORCES. Qb) -Max CompJMax. Ten. - Ali forces 250 Qb) or less exceptwhen shown. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL5.0pst. h=16% Cat II; Exp C; End., GCpi=0.18; MVJFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Ali plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 3 and 115 lb uplift at joint 2. LOAD CASE(S) Standard IZ4'.1�i� PE76051, "- ,j0'P ``� /l�/�SS�ONA jov Truss 1ruwlype MW266AWMAniden Avakrn dmn4 J5E JOY HWFpSupppted 1 IPIY t Job Reference o -'coal 1 A 5 I � � Plate Offsets (XY)- 14:0.2-0,0.2-81, 18:0-240-11-81 LOADING(psf) SPACING- 24)-0 CSi. DEFL in (lino) Well LId PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.32 Vert(LL) -0.00 1 nlr 120 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.08 Vert(CT) -0.03 1 nlr 90 BCLL 0.0 Rep Stress Ina YES NB 0.04 Horz(CT) 0.00 6 n1a We BCDL 10.0 Code FBC201711P12014 MatrixS Weight 27lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 54-0 oc pudins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1(i oc bracing. OTHERS 2x4 SP No.3 REACTIONS (size) 6=5-M (min. 0-1.8), 2=5-0-0 (min. 0-1-8), 7=5.0-0 (min. 0-1-8) Max Hoa2=145(LC 8) Max Upli86-35(LC 4), 2=90(LC 8), 7=86(LC 8) Max Gmv6=72(LC 1), 2=322(LC 1), 7=187(LC 1) FORCES. (lb) - Max. Comp.lMax. Ten. -All forces 250 (lb) or less exceptwhen shovm. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psF, BCDL=5.Opsf, h=16$ Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the lass only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 om 7) This truss has been designed for a 10.0 psf bottom chord live load noncencurrentw(ith any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uptdt atjoint 6, 901b upfdt atjoint 2 and 86 to uplift atjoint 7. LOAD CASES) Standard � / >AeaYst i .lrra.�x J PE76051 %, * __ Job loss InIn lype MW265AvalonA n AvalortMwn4 J6E jQty NaRNip SWpm 1 jFiy 1 Job Reference (optional �aumen , rusa, n. note, ram, aawi 3x4 = 2YA ll tvt II 5 6 1 Plate Offsets MY)- 15:0-2-0,0-2-81, MI :0.2-3 0-0.8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Coe) Well If PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.32 Vert(1) 0.00 1 Nr 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.03 1 n1r 90 SCLL 0.0 Rep Stress Ina YES WB 0.03 Hom(CT) uli 7 Na Na BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight 30 to FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-6-14 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 54-14. Cb)- Max Hprz2=145C.0 8) Max Uplift Ali uplift 100 lb or less at joint(s) 7, 8, 9 except 2=104(.0 4) Max Gray All reactions 250 lb or less atjoint(s) 7, 8, 9 except 2=316(LC 1) FORCES. Cb) -Max CompJMax. Ten. -Ali forces 250 Chi or less except when shown. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3seoond gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0pst h=18tk Cat II; Exp C; End., GCpt=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For shuts exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSMI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconument with any other live loads. 7) Provide mechanical connection Cry others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 8, 9 except aMb) 2=104. 8) Non Standard bearing condition. Review required. LOAD CASE(S) Standard \\111III11/,I//r i PE 76051, 1 �i///ASS oUN�A1lt�PNG\\\\\ l.g ' 63 ion IFUSS 1russ lype y MWMAvalcn ANsan Avabr�ArbSM4 J7 JACK -OPEN 10 t Job Reference (optional) -- Dead Load Dee. =1181n. Plate Offsets p(,Y)— 12:0-5-7,0-0-21,15:0-2-3,&"I LOADING(psf) SPACING- 2-" CSI. DEFL in (oc) 11Aeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.76 Vert(LL) 0.13 4-9 >650 24D MT20 2441190 TCOL 15.0 Lumber DOL 125 BC 0.56 Vert(CT) -0.24 4-9 >345 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.02 2 ola n1a BCDL 10.0 Code FBC2017/rP12014 Mab,x-MP Weight 28 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc pur ins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid Calling directly applied or 104-0 cc bracing. OTHERS 20 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min. 0.1-8). 4=1Aechaniral Max Horz2=215(LC 8) Max Uplif0=149(LC 8), 2--128(LC 8) Max Grav3=207(LC 1), 2=478(LC 1).4=131(LC 3) FORCES. (lb) - Max. Comp.IMax. Ten. -A0 forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opst; h=161k Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) A8 plates are MT20 plates unless otherwise indicated. 3) This thus has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100Ib uplift atjoint(s) except (jl=1b) 3=149, 2=128. LOAD CASE(S) Standard ,uuur PE 76051., -% n��t r 1 = JOD Innis iype y MW2a3 Avalon Atysml ITruss AvabnANsana. W2 1ACK-0PEN 1 1 Job Reference o ' nal ID':25Yss9449lanmi2g5MnodCoyODcwfGi2Y?9tF$ lZ bZlLO v6?J57aAgBtGFiTNOvajA 1 Plate Offsets MY)— 12:03.7,04-51. (5:0-23 0-031 LOADING(psf) SPACING- 24).0 CSL OEFL in (loc) Ydeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.01 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.16 Vert(CT) -0.03 4-9 >999 180 BCLL 0.0 Rap Suess Mc YES LAB 0.00 HOa(CT) 0.00 3 Na We BCDL 10.0 Code FBC2017/rP12014 Matra -MP Weight 20 lb FT=20% LUMBER- BRACING- TOP.CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied or4-2-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied a 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechsnicel, 2=0-8-0 (min. 0-1-8), 4=1ulechaniral Max Ho¢2=145(LC 6) Max Upl!M=-83(LC 8). 2--111(LC 8) Max Grav3=112(LC 1), 2=367(LC 1), 4=73(LC 3) FORCES. (lb) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. NOTES- j 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=S.Opst; BCDL=5.Opsf; h=16$ Cat 11; Fxp C; End., GCpl--0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Ali plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord five load nonconcument with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100lb uplift atjoint(s) 3 except (jtAb) 2=111. LOAD CASE(S) Standard f PE 76051 i? $ r 1 job ruse ype MW264Avalon Artisan Avalo Msen4 iTruss JIB JerA-0pen ' 2 1 Job Reference o 'onal ID2SYs944TlvnmiZgSMnorlCayODrz-7SFQIL9VB277d1AC11Ys37eA3VS2vF15G5wB1w8zroj9 1 LOADING(Psf) I SPACING- 2-0-0 CSI. DEFL in (lac) I/deff LId PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.33 Vert(LL) -0.02 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 III{ SC 0.21 I I Vert(CT) -0.04 4-9 >999 180 BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(CT) 0.00 2 We We BCDL 10.0 Code FBC2017ITP12014 Mabbc-MP Weight: 21 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD StmcWral Brood sheathing directly applied or 4." oc pudins. BOT CHORD. 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oe bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min. 0-1-8), 4=Mechaniwl Max Hom2=..156(LC 8) Max Llptift3=94(LC 8), 2=114(LC 8) Max Grav3=128(LC 1), 2-384(LC 1), 4=83(LC 3) - FORCES. (1b) - Max CompJMax Ten - All forces 260 Qb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=5.0psC BCDL=5.0pst h=16fk Cal 11; Exp C; End., GCoi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Ali plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencerent with any other live loads. 4) Referto girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at)oinl(s) 3 except at -lb) 2=114. LOAD CASE(S) Standard �. PE 7605i"' S/ONAL ///111i110 (f. Job Truss Ns$ YPe MW266AVa1on AflAMn Av*n-Ariss" J46G Jaticdpen G4der 2 7 Job Reference Logo ID.225Ys94471anm 52 grtoACoyODM-hepozM8yI.F_Dv1Nm 35bKBBCVNe11PKawaSuuoj8 Dead Load Dail. =1/81n 4x6 11 LOADING(pst) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-041 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inv NO Code FBC2017/rP12014 CSL TC 1.00 BC 0.69 WB 0.00 Matrix -MP DEFL In Vert(Ll) 0.12 Vert(CT) .0.22 Horz(CT) 0.03 Qoc) Vdefl Ud 3-6 >458 240 3-6 >247 180 1 Na Na PLATES GRIP MT20 2441190 IAfeight t616 FT=20% LUMBER- BRACING - TOP CHORD 2z4 SPNo.2 TOP CHORD Structural wood sheathing directly applied. SOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left 2x4 SP No.3 REACTIONS. (size) 2=MechaniWl, 3=14echanial, 1=0414 (min: 0.1.8) Max Hcrz1=115(LC 8) Max Upli82=122(LC 8), 3=99(LC 8),1=258(LC 8) Max Gmv2=230(LC 1), 3=385(LC 1),1=941(LC 1) FORCES. Qb) - Max. CompJMax. Ten.- Ag forces 250 Qb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=5.OW BCDL=S.Opst,, h=16ft; CaL II; Exp C; End., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Ali plates are MT20 plates unless othervrise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencurrentwith any other live loads. 4) Refer to girder(s) for truss to buss connections. 5) Refer to girder(s) for truss to buss connections. 6) Provide mechanical connection (ry others) of truss to bearing plate capable of withstanding 1001b uprf t atjoint(s) 3 except 614b) 2--122, 1=158. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 649 lb down and 212 lb up at 04i 42, and 492 lb dovm and 148 lb up at 24e-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the fare of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1-2--70, 3-0=20 Concentrated Loads Qb) Vert 6=4549(F) 7=492(B) \�1\lI I f II//�. \CENs Fu` ` : PE 76051 1. STA N5a Imss lype M 26GAWMAni AVWl Aniaangt Kt Common ' t t Joh Refererrceo 'oral) 4x4 = 2 5x4 N 5 4 6 4AMUOHSII ix4 11 4x6 MT20HS It !UH11 8-0 S1M 1 CAM 1 Dead Load Deft =114 in Plate Offsets_(X.Y>- 14:Ed0e 0331 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in Qoc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.69 Vert(LL) -0.18 5 >744 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.71 Vert(CT) -OA3 5 >318 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.04 Ho z(CT) 0.00 4 Na Na BCDL 10.0 Code FBC2017rrP12014 Matrix -MR Weight 50lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or B-D-0 oc pur ins, except BOT CHORD 2x4 SPNo:2 end verticals. WEBS 2x4 SP No-2 *Except* BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing. UQ: 2x4 SP No.3 REACTION& (sae) 6=Mechanical, 4=Merhanical Max Horz6=57(LC 5) Max UpTift6>128(1-C 8), 4-128(LC 9) Max Grav6=512(LC 1). 4=512(LC 1) FORCE- (1b) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-2= 381/133, 23=381/133,1-6i--371/150, 34=.371/l50 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.OpsF BCDL=5.0psf; h=16ft Cat II; Exp C; Encl., GCp4=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Ali plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurentwith any other live loads. 5) Refer to girder(s) for truss to Iruss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Wb) 6=128, 4=128. LOAD CASE(S) Standard Nuiilui• jGENs�,�`` -1 PE76051 � f* �r'srA9 �SS �NAI,ENG ��\\ jou truss type y MW266Av mAnisen Avalao-MiSangl IQ Common 1 1 Job Reference (optional) R� 4x4 = Dead Load Deft.= 3116 In 3 411 7 6 3x5 a = tx4 It 3.5 = I _ 510-0 f• 1fA-0 I i1M Plate Offsets (X.Y)— (2:0.15.0-1-e1- I4:0.1.5 0.1-e), 16:Edpe.0.1A1 I9:0.2-3 0-"j, I11:0.23 0-M) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Well I/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Verl(LL) -0.14 7 >953 240 LIT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) .0.34 7 >400 180 BCLL 0.0 Rep Stress Inv YES WE 0.05 Horz(CT) 0.00 6 Na n1a BCDL 10.0 Code FBC2017frP12014 Matrix -MR Weight 63 In FT=20-A LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural mod sheathing directly applied or 6-0-0 oc puriins, accept BOT CHORD 2x4 SP No.2 end ver5eals. WEBS 20 SP No.2'Excepr BOT CHORD Rigid wing directly applied or 10-0-0 oc bracing. W2: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 8=Mechanical, 6=10lechanical Max Hom8=79(LC 7) Meer UpriRe=194(LC 8), 6=194(LC 9) Max Grav8=667(LC 1), 6=667(LC 1) FORCES. Qb) -Max CompJMax Ten. - All forces 250 Qb) or less except when shavm. TOP CHORD 2-0=365/143, 34=3651143, 2-8=5441226, 4-6=.5441226 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=S.Cpsf, BCDL=5.Opsf, h=16$ Cat II; Exp C; End., GCpi-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 01 uplift at joint(s) except at --lb) 8-194, ' 6=194. LOAD CASE(S) Standard vPErrSF� PE76051-° 1 1 Al Job ruse jruss iype y MW2afi Awabn ANsan Avabn-Ndsen� KBE GABLE 1 1 _ Job Reference o 'onal 44 = t 11 ld 5.10-0 I 11-6-0 Plate Offsets IX Y)— 1`15:0-2J 0-0-e1.117:0-2-30-0-e] LOADING(psq SPACING- 2-0-0 CSI. DEFL- In poc) gdeft Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.38 Vert(LL) 0.03 6-21 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.34 Vert(CT) -0.05 6-21 >999 180 BCLL 0.0 Rep Stressiner YES WB 0.10 Horz(CT) 0.01 4 n1a Na BCDL 10.0 Code FBC2017)TP120i4 Matrix -MS Weight 62lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SR Not TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. BOT CHORD 2x4 SP, No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (size) 2=041.0 (min. 0-1-8), 4=0-8-0 (min. 0-1.8) Max Hmz2=79(LC 7) Max UpIi02=206(LC 8), 4=208(LC 9) Max Grav2--670(LC 1), 4=670(LC 1) FORCES. (Ib) -Max CompJMax. Ten. -AO forces 250 (Ib) or less except when shown. TOP CHORD 2J=655I163, 34=-655H63 BOT CHORD 2-6=631502, 4-6=63I502 WEBS 3-6=01253 NOTES. 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7.10; VOIt=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf, BCDL=S.Opsf; h=16f ; Cat Il; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 ' 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consuit qualified building designer as perANS1rrPI 1. 4) Gable studs spaced at 2410 oc. 6 This Wdtnuss hasbeendesigned for a 10.0 pelf bottom chord eve load noneon1.umntm(Ah any other live loads. (by others) of lass to bearing plate capable of withstanding 100lb uplift atjoim(s) except (It --lb) 2--206, 4=206. LOAD CASE(S) Standard J PE 76051 JOB NSS jwss type Avalo Mwn91 M12 IWY Valley 1 jel)? t 1MV6126GAYabnABilisil Job Reference o 'one li - ID25Ys9447kmmi2g5MncdGOYODix-7DVxbiCOFGdZ4McyR7=DzpxG6skrMrOYSE3D"j5 2 9 2x4 4 I LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 125 Rep Stress Inc YES Code FBC20171TP12014 CSI. TO 0.06 BC 0.03 WS 0.00 Matrix-P DEFL in poc) Vdeft Ud Vert(LL) Na - nla 999 Vert(CT) Na - Na 999 Horz(CT) -0.00 2 Na r9a PLATES GRIP MT20 2441190 Weight: 5 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or2-0.0 no pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid seling directly applied or 10-0.0 oc bracing. REACTIONS. (size) 1=2-M (min. 0-1-8), 2=2-0.0 (min. 0-1-8), 3=2-" (min. 0.1.8) Max Horst=35(LC 8) Max Upliftl=12(LC 8), 2=.36(LC 8) Max Grav1=62(LC 1), 2=48(LC 1), 3=28(LC 3) FORCES. (Ib) -Max. CompdMax. Ten. -All forces 250 (Ib) ar less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh--160mph (3-second gust) Vasd=124mph; TCDL=5.OW, BCDL=S.Opsf; h=161k Cat 11; 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 nonconcorrent with any other rive loads. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjomt(s)1, 2. LOAD CASE(S) Standard i PE-7 r 1 _ rusa TruwType MWMAY Artisan AWa ANsaf gl MV4 VALLEY t 1 Job Reference (optional) ID25Ys9447Wnmi2g5MnodCoyODrx-7DVxbiCOFGtl24h1cyR7mDrpoA6dr55r0Y9E3Dzroj5 -2-0-0 2-0 0 2-0-0 2-PO I � 3 21411 2x4 II LOADING4W0 SPACING- 2-M CSI. DEFL in am) Well Lrd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.64 Vert(LL) 0.02 1 nfr 120 MT20 2441190 TCDL 16.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -OA1 1 nfr 120 BCLL 0.0 Rep Stress lnv YES WB 0.00 Hoa(CT) .0.00 4 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrbo-R Weight 13 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Shuctural wood sheathing directly applied or 2-0-0 oe purtins, except BOT CHORD 2z4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 840-0 no bracing. REACTIONS. (size) 5=2-M (min. 0-1-8), 4=2-M (min. 0-1-8) Max Hom5=87(LC 8) Max Upfdt5=101(LC 8), 4=23(LC 1) Max Gmv5=332(LC 1), 4=33(LC 4) FORCES. (Ib) - Max. CompJMax Ten. - Ali forces 250 (Ib) or less except when shcwn. TOP CHORD 25=2901116 NOTES. 1) Wind: ASCE 7.10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=5.Opst BCDL=5.0psf; h=161t Cat II; Exp C; End.. GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gripDOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This toss has been designed for a 10.0 psf bottom chord live load nonconarrentwith any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except at-4b) 5=101. LOAD CASE(S) Standard \� . \GENq PE 76051 I ID t�//SS�ONAL`ENG��\ �� rues inisslype Y MWMAvalon ANsen Avalon-ANsanyl MV6 Velley 1 1 .loft Reference o 'coal __.-....'_'-__O__._..... I �� ID:25Ys944Tlan� SMnorlCayDrx-TQ3Jo2De0am(]iYJB8Tg71mALzwWBcaYKTFCuobfao)4 2-0-0 2g:N 3 5 4 2x4 II 2x4 11 Plate Offsets (X YI- LOADING lost) SPACING- 2-" CSI. DEFL in (loe) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.64 Ven(LL) 0.02 1 Nr 120 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.12 Vert(CT) -0.02 1 Nr 120 BCLL 0.0 Rep Strew Ina YES WS 0.00 Horz(CT) -0.00 4 nla nla BCDL 10.0 Code FBC2017RPI2014 Matra-R Weight 18 m FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 24)-0 oc pur5ns, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid wiling directly applied or 6-0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 5=2-M (min-0-1-0), 4=2.0.0 (min. 0.1.8j Max Horz5=67(LC 8) Max UpIiRS=58(LC 4), 4=67(LC 8) Max Gravy=332(LC 1), 4-17(LC 3) FORCES. (lb) - Max CompJMax Ten. - All forces 250 go) or less except when shown. TOP CHORD 25=.300198 NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsh BCDL=5.Opsf, h=16ih Cat 11; 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 noneoncummtwim arty other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 5, 4. ' LOAD CASE(S) Standard t76051 ( 1 L1 o Nss N3a ype Y MW Z6a Av mAr m AvabrtANsarv91 V4 Veaey 1 / e_•..._r_. Job Reference (optional) ID:25Ys9ai?gnm12g5Mnoa6;56M-Yo' WEZnuuGJ;mWeG10uH AMZ'X'A. U 3 2-0-0 4-0-0 2-0-0 2-0-0 3x4 = 2 2x4 O 2a4 J Plate Offsets (X.Y)— 12.0.2-0 Edgel LOADING(psf) SPACING- 2.0-0 CSI. DEFL in (Wc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.00 Vart(LL) Na - n1a 999 MT20 2441190 TCDL 15.0 Lumber DOL 125 Be 0.16 Vart(Ci) n1a - n1a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hofz(CT) 0.00 3 We n1a BCDL 10.0 Code FBC20177rN2014 Matrix-P Weight 11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or440-O oe pudins. BOT CHORD 2x4 SO No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oe bracing. REACTIONS. (size) 1=440.0 (min. 0.1-8), 3=4-0-0 (min. 0-1-8) Max Horz 1=14(LC 8) Max Uplfht=34(LC 8), 3=-34(LC 9) Max Grav1=124(LC 1). 3=124(LC 1) FORCES. Qb) - Max. CompJMax. Ten. -AD forces 250 (Ib) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wad: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opst; h=16ft; Cat IL Exp C; End., GCpt=0.18; MUIFRS (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 nonconamentwith any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upBR atJoint(s) 1, 3. LOAD CASE(S) Standard \�wilI i II//I//" PE 76051 /�1 �ONAL,0�G ��`