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HomeMy WebLinkAboutTRUSS PAPERWORKSOUTHERN TRUSS COMPANIES Southern Truss 2590 N. Kings Hwy Fort Pierce, -FL 34951 (772)464-4160 * Fax: (772)318-0015 Information Job mber. J1800622 Customer. GHO Homes Name: MW-05-Avalon Spec Address: City, ST, ZIP: Saint Lucie County, FL 'We General Truss Engineering Criteria 8t Design Loads eulfding Code and Chapter. FBC2017/rP12014 Computer Program Used. MiTek Version: 8.23 Oct 2 Gmv1W. Gravity; BY " 45.0 psf ROOF TOTAL LOAD N/A Wind Building Authodty: 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) St. Lucie County M. r S1A OF.- ORIDP iiE�G\\\\\ No. Date Truss ID# 1 01114119 Al 2 01114119 A2 3 01/14119 A3 4 01114/19 A4 5 01/14/19 A5 6 01/14119 A6 7 01/14/19 A7 8 01/14/19 AB 9 01/14/19 A9 10 01114119 A10 11 01114119 All 12 01/14119 Al2 13 01/14119 A13 14 01/14119 A14 15 01114/19 A15 16 01/14119 A16 17 01/14/19 A17 18 01/14/19 A18 19 01/14/19 A19 20 - 01/14/19 A20 --- 21 01114119 B1 22 01/14119 B2 23 01114/19 B3 24 01114119 B4 25 01/14119 BS ' 26 01114l19 BB 27 01/14/19 of This cover sheet is provided as per Florida Statute 61 G15-31.003 in lieu of signing and sealing each individual sheet. An Index sheet of the truss designs is attached which is numbered and with the indentification and date of each drawing. Engineer ofTruss Design Package ���� Brian M. Bleakly VILE FL Reg. Eng. No. 76051 2590 N. Kings Highway Fort Pierce, FL 34951 No. Date Tmss ID# 28 01/14/19 C2 29 01114/19 03 30 01/14119 C4 31 01/14/19 CS 32 01114/19 CJ3 33 01/14119 CJ3C 34 01114/19 CJS 35 01114119 CJ42 36 01114/19 D1 37 01114/19 D2 38 01/14/19 D3 39 01114/19 D4 40 01/14/19 DS 41 01/14/19 D6 421 01/14119 1 D7 43 01/14/19 DB 44 01/14/19 D9 45 01114119 010 46 01114/19 D11 47 01/14/19 E1 48 01114/19 E2 49 01114/19 E3 50 1 01/14/19 E5 51 01/14/19 FGA 52 01/14/19 FGB 63 01/14119 FGC 64 01/14119 H1 No. Date Truss ID# 55 01/14/19 H2 56 01/14/19 H3 57 01/14l19 H4 58 01/14119 MG 59 Ow4719 J1 60 01/14/19 J2 61 01/14/19 J3 62 01/14119 MC 63 01/14/19 J4 64 01/14/19 J4G 65 01/14/19 J5 66 01/14/19 JSE 67 01/14/19 JSG 68 01/14/19 ME 69 01/14/19 J7 70 01/14/19 J42 71 01/14/19 MV2 72 01/14119 MW 73 01114/19 _ _ MV6 74 01/14/19 v1 Page 1 of 1 TYPICAL DETAIL'@ CORNER. - HIP NOTE NDS=National Design Specifictions AU-OWABLE REACTION PER JOINT for Wood Construction. 132.5$ per Nail (D.O_I—Factor=-1.00) ® UP To 265p = 2-16d NAILS REQ'D. nds toe nails only have 0.83 of 0 UP TO 394p = 3-16d NAILS REO'D. 'lateral Resistance Value. 12 aim F- 1.5 12 i CAR Typical jack 45' attachment I . 9-9-5 CORNER JACK GIRDER 2-16d nail 1 1 use 3-16a toe nall O TYPICAL CORNER LAYOUT k �-16d Typical Hip—joclC attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP .LACK GIRDER TC — — — — — — — 2-16d nails —— BC — — — — —— — 2-16d nails ----- J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16d nails ----- J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16d nails — — — —— HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16d nails --—— SOUTHERN MIMMUM GRADE OF LUMBER T.C. 2x4 SYP 2 B.C. 2x4 M? 2 WEBS 2x4 SYP Nei LOADING (P5F) SM wcR: oas L a FBC2017 TOP 20 BOTTOM 00 10 SPALMG 24' O_G For TRUSS t Pierce Division 2590 N. Kings High"? 205COMPANIES (800)2059 (772)44-4, 160 Ids //w*.. cnan� Fox:(772)318-0016 Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-454-4160 TYPICAL DETAIL (9 CORNER - HIP NOTE NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.d.LFactor-1.25) nds toe -nails only have 0.B3 of lateral Resistance Value. 12 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT ® UP TO 265J — 2-16d NAILS REQ'D_ © UP TO 394J — 3-16d NAILS REM). use 2-16d toe nail TO do BC. Typical jack 45' -- attachment TYPICAL CORNER LAYOUT I u nail 2-16d Typical HIP —Jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16dnails —-——— J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — —— — —— 2-16dnails — — — —- TC — — — — —-- 3-16dnails — — ——— BC — — —— — -- 2-16dnails —-——— HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — —— — —— 2-16dnails ---- IIMUM GRADE OF LUM6ER LOADING (PSF T.C. 2s4 SYP f L D B.C. - 2x4.yyP 2 TOP 20 WEBS 2a4 SYP No-3BOTMM 00 10 SPACNG W O.C. SOU TH�E�+RIN tgg TRUSS For2590 N. FPierK ort Kings 3hway, On 4951 COMPANIES (800)232-0509 (772)46"160 Fox:(772)318-0016 Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft ' Pierca, FL 34951 772-464-41 60 Hangers Face Mount Hanger Charts Mew abb lords z . Joistshe StickUm ..A iai .0ty . . . . My Nan' MLI-mvk, a JL24 Ut24 20 1 3 1-1/2 15116 4 10d ?2 11201ExIl �sDq so 1:= � 320. 5. 4 16d l';Zj " a M.' - 320 KFZ JL24W-TZ 18 1_9116 3_1,1 1_1,7 4 ild " 2 1113dxl-112HDG -45f 535: . . . . . . 31, M. 4 l6d HDG 2 10dxl-lt2HDG .50' 1 MS: I . -28W F32 2x4 UW4 1 18 1-9,16 3-1/8 1 V4 1 4 10d 2 2 lod lo'-1'2 -575. 7115 771 SUm 1 510 SUW4 U24 16 1-anG 3-1/4 2 1-3M6 - 4 lod 2 '(d xl lddxl-li2 5w :.Mal 60Y. 380. 4 16d 2 2 lodxl-112 10dxl-112 "tim sm- 720 3110 HD26 RM 14 I-9116 3-112 2-M 1-1/8 1111113 4 1611 2 2 1(idxl-112 10d 1_112 V-4d �Rlv M5 Ma 4 4 '615 W174PISS E95 M -30; F2 �,A 13 xt_,_jn ladif-112. 656 -:166* W 4. 4 lorxl_ln 10dxl-ln: MUD* am IUS. 650 JL26F.TZ 10dxl-112HDG 695 BW SM, 730. 31, RI, 81 .16UHM. A 830. .940 110351 730. M. U.. R F32 l8t� -.1-Wr44-131`16ilWf= I-- 't lOwd SM. low lam, ills 19 5.KF2 wt."- 6, -fs.� I-WS-5-ira ei': F 6. 1285 1475 lWSI M5. jai, Rl. M 1311 6, 1B& J:4: ---IOd itl-112-% 750 ...755: �-G J-4- 'LlOftl-1/2: IMI M .755 V4 lgtsw' 4MM'A -5-7h(i J'-..3 -�Z- _16d -*6 1. -..'.16d I 2760 314013345! 1973 HD26 40dxi-1 j 696 1 -74rL :Ma: 4' :w R5. 11029 4 -311 U, 5-114 12-112 141B., M" "S. .-)64 -4-1 - 10d 1-1!2..:. 1123D 1390114901 11 O 1 - F2 Ma 1236 13149 W5. f .:: JL26 U125 20 I-M6 6 4,V4 1-112 15116 10d 4 lGdxI-lJ2 710., 30 870 650. isd 4 lGdXI-112 30 SM IM 650• JL26IF-TZ 11 18 6 I-M6 4412 I-= - j6 1 lDdHDG 4 lodxl-112HOG 695. BOD'I 11M, '730. 31, M. r lfidHDG 4 1141-IligiG 830. 950 1OW35 F32 JAMS LLMB 20 J_W 6 1-me G-M 1-itz ism 1 '2� 10dxl-lT- —118D 1295 -122R5 5, Its. F2 !Ddxl-ltf2 1 JLZERF-TZ 18 1: 6 1-016 CH 18 I-U2. - _ IDdHM 4 10d - , 930 10651 116D I 730:t 31, RI, 8 16d HDG 4 -1 -6 lBdl-lt2HM INS 1M 11215 730 F32 -j� Is 1-9116 I 4-13116 1 V4 1 - 4 lad 4 Ind G?G 1000 low ills' JgiF UtSM 18 I-M6 &M I-W4 1 - 6 10d 4 10d 1 1770 TM .1115 . 5,KF2 -WU—S26 WJMS26 18 I-RI6 5-1116 2 1 - 6 10d 11 6 10d IM 1475 TEM BE- 31. al, UM 18 1-9016 7-1116 2 1 - 8 10d a lG)d 1 1970- 2140 WD F32 SUR26 U25 16 ' 1-MS 1. 5-118 2 1-3/1 _ 10d 4 10dxl-li2 -.75G. 840 910 -755- a 16d 4 10dxl-112 B80. 10M 10110 755- SUH28 16 I-9f16 6-518 2 1-Y16 - a 10d 6 R6 I(ld x -IK 1 ladXI-1)2 l0d 1000 11201 1210 8DO a —16d 6 XII 12 10dxl-112 1175 133511440 OW HLJSM RON 16 1-60 5-7A6 3 2 - 161d 2760 3140 3345 1925 5 HLLSZH H= 16 1-sm 7-W16 3 2 - 22 16d 1 8 16d 41M 4W 14345 2-M W% F2. 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Neada�: J ';N .H . . .0. :.A: Nla _� - .Nail €1 - ..- - .:'NaD. .' Floor .`_8�°:`. UpUft 100% 11556125%'160X JU546 1 UIS46 18 3-M 5 2 1 4 16d 1 4 16d 11140 '1t34 1220. "33iS:. Slam I U46 16 3-SMS 4-13116 2 1-1/8 - 10 lad 4 10d 1250 1405 1515)" 755 ' : 755'' 10 16d 4 10d -1470 1670 1800) M1S46 HLU46 14 3-518 5 2 1 4 16d 4 16d 10M "1235 13D0 .1155:1 4xfi WSW MISC46 14 3-M 5 2 1 4 16d 4 16d 108 :U3S 13M :1156. ' H046 NU46 14 3-M6 5-1116 2-12 1-118 fGn 8 16d 4 10d 1730 139g 1490 ` 7B0 " in Max 12 6 1850 '2085 2235.1]70 HD46F I mm 14 3-9116 &1/16 2-12 - Min 8 16d 4 10d 1230 '1390)1490 )• 780. 1170 Max 12 6 ..1 12MS 2235 11646'.,- y16 j 3-578. °: 5 ::. 2 •j -.1 =='F =4-1.%UC :•'A:i -`16d'a: 104a 11W 1220 1355' ..-:..18-.3-S/B-�' -7/8'>2'. :.1'_) _:: -a' '.16d j`�:4;. f-W1: 1325 151a 1645 1355'. . .:` : .L4fi-:: ': ''1fi: 3.9A6 4;73/T6 :2. .1:t2 0 . ,red" -.44.: '90d'r' 1250 1405 1515 -�755 .3UH46 :.16d _: q? erra0d�' 1K70 16711 1800 755 -RrAlStiF ' ,1MS4fi"•...; '141:3.518 = 6_. 2 [. i. 4t:4 • •il6d :=y=' ::=?7fid :. 1035 .1235 1300) 1155Y2.4-_•t6d;4:=-: i'16d%` 1085. 1735 1300 1155dUS48: :1413-518 :': T:= :'2 '�_6 Alid :':6'F:r=:_-16d-� 1625 1850 1995 1870 3-SAi ;:7'.2 1••1 INU12 fi:'. 16d6_-: :16d'. 16251350 1995 1870780 9-9f16 :&1/1fi 2-12 _7"2. � -,I Y235' 6`... 1850" 20B5 1170.8 111 fi =;. :j:101C46..0tl:;'-. � .:: •. 4 '1230 - r 1990 1490 ). 780 5, R5, 12 ��6., 4850 2035� 2Z15 1170 3:9dfi fi-15g6 2:t2 '1-1/8. 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HLIS4101F 11=10 14 3.5/81 0-7/8 2 1 8 • 16d 8 16d 1 Z1701 2465 2560 . 2270 - FID410 I N11410 14 3-9116 813/16 2-12 1-1A1 Min 14 1fid 6 1� 2155 2430 26f0 1170' LAZY 10 30M 13475 3M 1950 H0410ff HUC410 14 3-9/16 813116 2-12 - Min kM.3475 6 1a 2 2430 26M 11170 Max 70 3 �3725 19SoHD04101F 1 H000410 14 3-9f16 9 3 1-12 1 6 WS3 15015' 5590 5590 2975' 31, 111, F32 1) Up60loads lavebeen Increased 60%forwind orsalsudo Inds; no feller Oiaease shag be psmnsd. 2)16d sinkers t014B dtax 3-114' bmp maybe used me.84dibetble bad where 16d commons ate spedfted. lhLs does ratapplytoJUS, HIA MILS slam a➢ Lanais. 3) WS3 Wood Sam met/4' x 3' Img all are lrdtdedvA HW hangers 4) NAM 10d calls are 0.148' era x3' bQ 16d malls ate Mar da. x 3-12' long. New products mupdated producthdmnadm are dmgrWed b blm tad. Cormsi0n Finish l%StahtlessSteel 06ab Goal QHDG [RTdpb Zlm: 119 P IMUM GRADE OF LUMBERCheryl 2%4 sYp 12 SPF i1/¢2 or better ChoN 24(+) OR 224 SP #28 OR SPF 81/j2 or better Webb 2%4 BYP 83 or bo0rr (.)•y,3 MAY of IOPPEC EROId A ate. (w"a OR equNUQ (�•) ATACH EACH VAUV 70'EVLX _at9 7O IORULED FDRft FB03.O.4T. ABOE 7.10 �"'{$MPN TN7O. MW HODHr, QIOL03m OURDNa EMP. 0. IlmorAm WIND To Dire Par. Icul' N°A9 now Olt 4'-0" ax Sti B'-0"max 6'-0"Max 20'-0" Max (**) S AT 24" 0.C• MAXIMUN SPACING, TRUSS UNLESS 3PECUIED ON ENOINEER'S SEU.ED OE61BN, APPL tt4 T-BMO11C� BOS LENGTH OP V SWC,S �eDISB /ND 9M° ORB A AU'121 WRIT Od BO%WEfBDii 3,3 NNLB A e 00� OR oONTINVN9 BRADIMo. Do.ju SPACE, TOO CAL's,' WENB GREATER THU1 7�e•• M• IUV VALLEY VFMCAL HIDCHr MAY NOT E20E101 W-D'. 70P Opp pOpROppOF /7/� DOMM VAUrr SET MUST BE BRACED Will ;RAP il-A AA IEo, WORED OHrATN1N0 APPUSP FNOR TO VAUAY 711UM Uq UNe AT 74' °a. OR A7 MAERWISE apmmE0 ON WOIN4VW' 3EM.E0 DESIGN WOiNCIEAPT3N' 30 USr IN UM Or PURlIH SPAgCIND AS �S�PpECVRD ON (•,r)OC7UTM 1HC7 VALllY M19 N�ABURFPPPALDN>NC1MC°3 APL �F °7}IE 70PPCHORO pu°e (e1) WICER SPANS ' tl BE BUILT AS LAND AS 'I}IE VERTICAL HaOHf DOES NOT Ex0EEP 12—'• BOTTOM CHORD MAY BE SQUME OR PITCHED OUT' AS 3HOWH• CUT CHORD :PTIONAL:VE STUB END VEKTICAL ran m. oINY DE(ML FRWIN0 TO LL 20 20 PBF TO DL 1a' 16 PsF Be DL 10 111 PsF SO LL 00 DO PSF TDTAL LOAD 40 46 PBF t ica DB)OR 1.25 .1 26 pupnp ema epgouenu VA OF eq poge mewl vtpe n eyp IN pe5°ode a poo-e C(xLL)nod e4 e1 al a'o „bZ 1tl aNl�tldS eo pewdq °' ptUe �N'q a61 e41 °1 Motu PIA q N1 4A U Deli—ietlxLt), ea55—xrcfaoe) �$� (NdC((��� 0Und quW Pw 14MOge a q Nwlf°1 q Ptwptal Put P°I71;e eq % em neewj Sat td owlid Wd Ad OB P001 lala.L unwPeaW Q newl Pe°a pyN41ma gryd ptpew al V4 v pnam'lluppmUd J4l o °a° �0N ��H eaJe JIM a .wmaq a a puolm,ueww41,epU��Muul 9Pon-v8.°u� p�0uagwalpgt� LIO,B,N,a [`ji jR(" Inos N PNt aq low ppyA �OpWI 1N q uyw�yAPwq uap°g gpua0u agnpa 0upddap punWd op Ptgt� , . euowd uapupgep uwp mu . Pu°p+gtd Ueee al pwgpnoa em umi uadeu ON 1°u el B*wq ugpaerj �wlPopumw a1t�d htu4"p nM 1 diN9P I I u j u..t �M MINIMUM GRADE OF LUMBER Top Chord 2x4 97P 12 or bdt., Call Chord i114 SYP j2 or bDtlar . Webs 4x4 WP 83 or batter REFER 70 SEALED DESIDN FOR CASHED PLATES SPACE PDIOOYBACN OVOUICALC AT 4' CC MAX HM TWpNOF DDEOTO C R D' PUCES MuST BE SfMOEAED SO TFVR ONE SPLICE FAT (TATB°1 n°TorHBOABotpsuPPBdOP CHORD. IF maOieuss. REFER TC ENGINEER'S SEALED DESON FOR REQUIRED PURUN SPACING. THIS DUAL IS APPLICABLE FOR THE FOUDWINO WINO CONORIONSI 1(e6 BPH WINO. 30' MEAN HOI: ASCE 7.10 CLASEO WO. LODA7ED ANYWHERE W ROOF. 1 HL FROM COAST aAT I XV C. TOHD 710 DLr POP. W O DC Dln POF Ips�o WEV BLDCp?CAT �HFBC1O 7HOOF W0R1 TC DI" PSF. 1RN0 BC DL-d on WEB BRACING CHART _ WEB LENGTH RE(QUIRED BRACING 0' TO 7'B' NO BRACING tx4 -r BRACE. SAME GRADE; SPREES A5 WEB 718" TO lD' MEMBER, OR BETTER AND BOY. LENGTH OF WEB MEMBER. ATTACH WITH Sd NAILS AT 4" 0/C. 2x4 'To BRACE SAME GRADE, SPECIES AS WEB 10' TO 14' WITHA1CdB ATTMV MEMBER. ATTACH NAI S 0/CEB JOINT SPANS UP TO TYPE 30' 34' 36' 52' A 2x4 2.50 2.5x4 3x5 6 4x6 5x6 5x6 50 C 1.5x3 1.5x4 1.50 1.5x4, D 5x4 5x5 5x5 5x6 I C I C *ATTACH PIGGYBACK WITH B-Xaxt/2" Cox pL1fW000 WLLN 4—pum, nWLJ R7 c^vn ay.n rnuw r C. MAX. W aF rr r—n T Ensw bmcbp h ml CR rupgpt�Rf of Lim ao m m amn 7 dRoOnyy le opt ' on VIE WSf do b 0mn! damn. in ml MdAmun Loading 55paf at 1.33 Ouratlon Factor 5opof at 1.25 Duration Factor 47psf at 1.15 Duration Factor j SPACING AT 24- D.C. J SCAB -BRACE -DETAIL I ST-SCAB-BRACE Note: Sca[rBradng io be used when continuous kferal bracing at midpoint (or T-Brace) Is Impractical. Scab must cover tug length of web +I- 6". THIS DETAIL IS NOTAPLICABLE WHEN BRACING IS — REQUIREDAT'U3•POINTS OR (BRACE ISSPECII3ED: APPLY 2x SCAB TO ONt FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131-) NAILS SPACED B"•O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. . MAXIMUM WEB AXIAL FORCE = 25001bs MAXIMUM WEB LENGTH = t2-0" SCAB BRACE 2x4 MINIMUM WEB-STLE- MINIMUM WEB GRADE OFtt3 Na�7s� � Sermon Defatl E* a Scab-Bram Web Scab -Brace must be same species grade (or better) as web member. L-BRACE DETAIL Nailing Pattem . L-Brace size Nag Site . Nal Spadng yx4orfi I 10d Sno.c. 2x4, 6, or 8 16d 8" o.c. Note: Nail along entire length of L-Brace. ' (On Two-PVs Nail to Both PRes): ; WE u Web Note: L-Bracing to be used when continuous 5teral bracing is impraciiral. L-brace omst cover 90.%ofweb length.. L-Brace must be same species grade (or better) as web member- L-Brace Size for One-Pty Truss Specified Continuous Rows of Lateral Bracing lNeb S¢e 1 2 2X3 or2X4 U4 2x8 2x8 »� — DIRECT SUBSTULMON NOT APLJCABLE L-Brace S¢e forTwo-Pty Thus Specified Continuous Rows of Lateral Bracing 2 2�C3 or 2x4 2X4 «. 2x6 2xB ... 2J� 2X8 ... — DIRECT SUBSn rLMOM NOTAPUCABLE T-BRACE / [-BRACE DETAIL Note: T-Bracing / 1-Bracing to be used when continuous lateral bracing is Impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to coYncert T-Brace / 1-Brace webs to continuous lateral braced webs Milling Pattem T-Brace size I Nail Sba- Nag Spacing 1x4or1x6 I 10d I 8'oa 2x4 or 2x6 or 2x8 I 16d I 8' o.c. Note: Nag along entire length vf:T-Brace [ I -Brace. (On Tiro-Plys Nail to Both Plies) . . alternate position r, It rr Nails Section Detail T-Brace t4�7_� web alternate- epposition Nags Web I -Brace N, SPACING T-BRACE _ I Brace Sim for Ooe-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2• 2x3 -or 2x4 1x4 (7 T-Brace ix4 (7 I -Bra 2x6 1x6 (') T-Brace 2x61-Brac e 2x8 2x8 T-Brace 2x8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x41-Brace 2x6 2x6 T-Brace 2x61-Brace 2x8 j2x8 T-Brace ' 2xB 1-Brace i Brace / Mum must be same species and grade (or better) as web member. (7 NOTE If SP webs are used In the truss, Ix4 or US SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values For SP truss lumber grades up to #2with 1X bracing material, use IND 45 forT-Brim-A-Brace For SP truss lumber grades up to #1 with 1X bracing marutial, use IND 55 for T-Bracell Brace Joe 11156 lives type MW-DSAvalw Spec AvalcmMedftenenee ngr Al jUly jPly RodSpedal 7 1 Sob Reference o Uonal .. ,... I nenn, 1,:waa1 1OIIL 6.OD F12 a 6x3 4 3x4 II 3x4 II Dead Lead Des. 3116 in 4x5 4 9 54 = 2x4 II 3x6 = Sx6 - 3x64 6 9 10 1 - - 5 3x5 G 4 14 ,O 3 1 11 2x4 It 1 W ld W 3 14 n 3 �1s 15 itW+ p 1 11 o d 0 18 17 29 31 30 27 25 24 22 23 21 20 3x10 = NOP2x STP= 2x4 II NOP2x STP= 3x12 =3x6 = 4x5= 3x4 II 3x4 II , 4x5 = 4x4 11 5x6 = 5xe = 3x4 II 4x7= 4x5= 5x5 = 123 11.1" SP15 ti-5a 118 111.10.8 ?d4L8 9a-60 39+12 4&11-8 MEO 6815 I 6]-1 6 .74 1 Lt1U I 6169 1 7A-12 I SSt2 R&6 04-0 660 Plate Offsets (X,Y)- [8:0-2-13,0-23], [/:0-2-8.0-24). [8:0R0.0-2.8], [12:0.3-0.0-z-0). [t3:0-2-B.a2- 2L [18:0-1.12,0.1-8], [19:0.2-12,0.2-8], [23:0-5-1z.o-t-61, [26:o-3-4.o-z-0]. 127.0.2-8 03-0]128:0.2-0 Edoe1 130:0-2-00-0-81 132:0-2-3 0.1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Udell Lld PLATES GRIP TOLL 20.0 Plate Grip DOL 125 TO 0.69 Vert(LL) -0.13 18.19 >999 240 MT20 2441190 TCDL . 15.0 Lumber DOL US BC 0.70 Vert(CT) -0.3018-19 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.72 Horz(CT) -0.06 15 Na nfa BCDL 10.0 Cafe FBC2017fTP12014 Matrix -MS Weight 332 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purrins, except SOT CHORD 2x4 SP No2'Except' end vertices. B7,B9: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-9-9 oc bracing. Except: WEBS 2x4 SP No.3 6-M oc bracing: 2830, 24-26 OTHERS 2x4 SP No.3 WEBS 1 Raw at midpt 7-23, 8.23. 8-21, B-19, 6-27 REACTIONS. (size) 16--0-8-0 (min. 0-1-9). 15=0-8-0 (min. 0-1-9), 27=041-0 (min. 0.3-8) Max Horz27=385(LC 8) Max UpI8O6=436(LC % 27=764(LC 8) Max Grevl6=1297(LC 18), 15=68(LC 3), 27=2949(LC 1) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 23=3021B74, 3.4=51011375, 4-5= 492/1500, "=-67311742, 6-7=5681271, 7-6=4661276, 8.9=-1706/654, 9-10=1633I504,10-11-11621371,11-12=11621371, 12-13=11231366 SOT CHORD 2-31=-6941357, 3031=6941357, 5.28=2151411, 27-28=13281663, 26-27=-8891463, 6-26=231303, 23-24=-8401447, 22-23=133T/82, 21-22=1=82, 9-19=35MM. 18-19=-491/1675,13.16=10661401 WEBS 331=176f291, 3.28=6801324, 6.23=-417/1550, 7-23=331/137, 8-23=-8121244, 19-21=121/760, 8-19=49211237, 10.19=-0981210, 1D-18=7061214, 11-18=3841231, 13.18=45811578, 5-27=5281224, 6.27=2706/642 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.OpsF, h=16ft; Cat. II; Exp C; End., GCpi=0.16; MWFRS (envelope); centilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonamourtent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=1b)16=438, 27=764. LOAD CASE(S) Standard ll8, - PP 7Rn51 d % _ C-) r%NAL JUD Inuss 1russ two 1 M - Awe nSpec A%Wl MedMrrmieangr A2 JUW jP1Y Roof Special 1 1 Job Reference(optional) 6.00 12 4x5 i 5X Us 4 6 6 3x5-- 4 3 20 11 2 92 31 au m 26 25 4x5= 2x4 11 NOP2XSTP= 4x4 II 5xa = 4x7 = 4,5 = &6 = 6x5 = 7 8 S— axe= mT3 r. 9 3x4 II 4x8 MT20HS-- 5x5 = 2x4 11 10 12 4x5 11 Ta 3x4 II .._.I 15 »« 19 24 23 22 21 W _ 3x6 = 4x5 = 3x4 II 3x12= 5x6= Dead l.ced Defl. = 31181n $ I ,6 I$ 17 IN 18 N0P2X STP= 3x4 II 3x4 II 123 114ae 11 Sa/5 11de tA 2ad-e 2511-16 3a8a 9r+12 4311-e 41AA 1�3 I ar-f a a1-0 l 3r-1s I sa-1 I self I axis Tara 040 Plate Offsets ()(Y) - 16:0-2-13,0.2.81, 127'0.34 18:0.2-0,Edge), [9:0.6-0,0.2-8], [11:0.2-4,0.2-8], [13:0.3-0,Edge], 114:0-24,a2-0L 117:0-2-12.0-0-41, (19:0-1-8,0-1-8], 120:0-2-12.D-2-8], 0-2-121 t28.0.2-8 0-3-M I29'0.24Edoe7 [31.0-2-00-"] t33'0-2-3 0.1-01 LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.74 Vert(LL) 0.16 19-20 >999 240 MT20 2441190 TCOL 15.0 Lumber DOL 1.25 BC 0.93 Ved(CT) -M32 19-20 >999 180 - MT20HS 167/143 BCLL - 0.0 Rep Stress Ina YES WB 0.83 Horz(CT) -0.10 16 We We BCOL 10.0 Code FBC2017/IP12014 Matrix -MS Welght3361b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* B2,137,B9: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEBS REACTIONS. (size) 17=0-8-0 (min. 0-1-9), 16=0-8-0 (min. 0.1-9), 28=0-8-0 (min. 0-") Max Horz28=389(LC 8) Max Upliftl7=-546(LC % 16=135(LC 18), 28=-769(LC 8) Max Gmvl7=1462(LC 18), 16=109(LC 9), 28-2946(LC 1) FORCES. Ob) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23=3041877, 3-0=50W1359, 45=48511484, "=-673/1744, 6-7=579/d28, 8-9=4981305, 9-10=1636/671,10-11=16101591,11-12=-10421405,12-13=-10421405, 13-14=-11061397, 1S-16=288152 BOT CHORD 2-32=6961359, 31-32- 6961359, 529=244/478, 28.29=1315/657, 27-28=913/481, 6-27=281311, 24-25=860/465, 23-24=2281870, 22-23=228/870, 19-20=-464/1474, 14-17=975/433 WEBS 3-32=172I287, 3-29=-6671318, 6-24=360/1550, 24-35=.301/144, 7-35=-001/143, 9-24=782/269, 20-22=210/852, 9-20=-441/1135, 11-20=613/310, 11-19=5971200, 12-19-274/207,14-19- 438/1400, 5-28=5791248, 6-28=27021643 Structural woad sheathing directly applied or 35-15 oc purins, except end verticals. Rigid ceiling directly applied or 8-8-7 oc bracing. Except: 2-2-0 oc bracing: 29-31 6-0-0 oc bracing: 25.27 1 Row at midpt 7-24, 9-24. 9-22, 11-19, 6-28 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh-160mph (3-second gust) Vasd=124mph; TCOL=S.Opst, BCDL=5.Opst 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 ponding. 4) All plates am MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconwnerd with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at]oint(s) except at-lb)17=546, 16=135,28=769. LOAD CASES) Standard Job Mae truss type Mw-ebAvaipa Spot AW000editerraneariV A3 1QW IPIY Reotspedal 1 1 Job Reference 0ona1 w....... ....a�„,,rww, ram., v.w, Iw,,... tl.111.... 11.1' 0<J i„-"tx,om„en u,uueu,R"—""-1 " 1" l—"" w, a•fie, ID:25Ys94411gnm!2g5MmriCoyODnepbpQH3tLOgZIZodd39i51fA nmI O37ew{„O9 Ttz fz-0 z�.p S&15 123e 20�-0 2A-0O 2&60 z8-7.8 33dU 39.1-e 63tr7344-0.16 r-0 53t5 I 6S/ 31 3x5 4 T 3 2,A II 2 0 3 1 32 4x5= 2A It 5X5 = 6.00 12 7 31 30 28 26 25 NOPZX STP= 4X4 It 5x8 = 4x7= 4x5= 5X5 = 12 114M 5xe MT20HS= 54 5x7 = 24 23 22 21 3xs = 3x4 II 3x12= 315= SXg= Dead Lead Deft.-51161n SX5 = 4X5 4x5C 117 714 6 4' 4 15 3 4 15 18 3x8 = 17 3x4 II 3X4 II IW 9 f' Plate Offsets (x,Y)- [6:0-2-13.0-2-81, [28:0-2-%0-3-0L [8:0-5-0.0-2-81, 19:0-4-0.0-2.81,00:0-2.4.Edgel, [29:0-2-0,Edgel. [31:0-2-0,0-0A] [33:0-2-30-1-01 [12:0.2.8,0.2.41, [16:030.0-2-01, [18:0-1-12.0.1.8), 119:03-12,a2.81, [27:0-3-4,0-2-121. LOADING (Pat) SPACING. 2-0-0 CSL DEFL. in (hoc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.75 Vert(LL) -0.30 18-19 >999 240 MT20 2441190 TCOL . 16.0 Lumber DOL 1.26 BC 0.93 Vert(CT) -0.6418-19 >587 180 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.70 Horz(CT) .0.06 15 n1a We ' BCDL 10.0 Code FBC2017rM2014 MabIx-MS Weight: 341 lb FT=20% LUMBER; BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except- B2,B9: 2x4 SP No.3, B8: 2x4 SP M 31 BOT CHORD WESS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEBS REACTIONS. (sae) 16--0.10.9 (min. 0.1-9), 15=0-10-9 (min. 0-1-9), 28=0-8-0 (min. 0-3-7) Max Horz28=398(LC 8) Mex Upliftl6=567(LC 9), 16=-402(1.0 18), 28=750(LC 8) Max Grav16=1753(LC 18), 15=147(LC 9), 28=2928(LC 1) FORCES. (lb) - Max Comp.lMax. Ten. - All fiances 250 Qb) or less exceptwhen shown. TOP CHORD 2-3=304/877, 3-4=5D3/1359, 4-5=48511484, 5-6�57211745, 6.7-559/301, 7-8=5601295, 8-9=1127/42A, 9-10=-375/102, 10.11=1191/419, 11-12=682/254, 12-13=7141243,14-16=116/338 BOT CHORD 232=6961359, 31-32=-696f359, 5-29=2441477, 28-29-13161657, 27-28=911/475, 6-27=-24/308, 24.25-8581459, 23.24=208/821, 22-23=2081821, 1935=311/178, 18-19=326/1090, 13.16=1415/461 WEBS 332--172287, 3.29=-657/318, 6-24=-346/1519, 7-24=267219, 8-24=929/359, 19-22=731792, 8.19=1491716,11-18=816/310,13.18=250I1074, 5.28=-576244, 6-28=2689/625, 14-16=290I83,1035=768/296 Structural wood sheathing directly applied or 4-5-9 oc purlins, except end verticals. Rigid cutting directly applied or 5.8-9 oc bracing. Except: 1 Row at m[dpt 9-19 2.2.0 cc bracing: 2931 6-0-0 oc bracing: 25-27 1D-0-0 oc bracing: 19-21 1 Row at midpt 7-24, 8-24, 8-22,11-18, 6.28 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult-160mph (3-second gust) Ves4=124mph; TCDL=5.0psf; 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunellt with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atloint(s) except Gt=lb) 16=567, 15=402, 28=750. , LOAD CASE(S) Standard PE`i I * 1 L ��////IIIIl \\'\ 3 special It I 1 ' 5x5 = Sx5 = 418 = Dead Load Dell. = 3116In 6.00 F12 7 4x8 = ' a 6x7 = - 2[4 II = 5x8 4 3X46x9 4 9 10 — 12 4x5 4 6 3x6 i x4 G 4 3, 6 1 3 1 d W M33 ,!13 0 .4 2c411 2 $( 1 1$ 14 w i_ 13 28 O 25ZI pp 79 18 17 18 15 4x5= 3x5 = 2x4 11 NOP2X STP= 44 = 3e — 4xa = 2v4 II 4x4 II Sx6 = 5xe = 4x7= 44 = 5x4 = 12ao 11-160 6415 1150 11 1600 2800 ' W a&it-9 945-0 53F 5 5-7.1 G.fi-BO ]-0e 4d0 600 2LI 2 040 Plate Offsets KY)— [6:az-9,az-9], p:az-0,o-2a), le:az-6,azAy (9 o-54,a2.81, [12:a3-1 z,a3-01. [73:a2.O,a2-OL [14:a2-i2,az-8), (21:o.14,a2-tz), (zz:a2-0,a3-0). [ :o-z-i Edge1125'a2-0aaBl [27'0-230-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In Qoc) Well LIM PLATES GRIP MT20 2441190 TCLL 20.0 Plate Grip DOL 125 TC 0.68 Vert(Ly -0.16 13-14 >999 240 TCDL • 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.3413.14 >964 180 BCLL 0.0 Rep Stress Ina YES WB 0.92 HoR(CT) -0.06 33 n/a n/a Weight 314 lb FT=20% BCDL 10.0 Code FBC2017frP12014 Matr1x-MS LUMBER. _ TOP CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc pudins, except BOT CHORD 2x4 SP No2 *Except* B2,B5,B7: 2c4 SP No.3 end ver8cals. . BOT CHORD Rigid ceiling directly applied or 5-6-0 oc bracing. Except WEBS 2x4 SP No.3 2-2-0 oc bracing: 23-25 OTHERS 2x4 SP No.3 *Except' 64)-0 oc bracing: 19.21 BLI: 2x6 SP No.2 WEBS 1 Row at 111 7-18, 8-18, 6-22, 11-13 REACTIONS. (size) 22=0-M (min. 0.3-5), 33--03•a (min. 0-1-0) Max Hoa22--449(LC 8) Max UpIif 22=721(LC 8), 33=-M0(LC 9) Max Gmv22--2787(LC 1), 33=1000(LC 18) , FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 23=3041877, 34=-50511362, 4-5=48711487, 5-6---57211738, 6-7-3691200, 7-8=2921208, 8-9=9651379, a10=8871301,1 0-11=-690/299, 13-2g=2691870, 12-29=269/870 BOT CHORD 2-26=6961359, 25-26=-6961359, 6-23=2341462, 22-23=13141655, 21-22=-936MS7, 18-19=-893f374, 17-18=1561453, 16-17=ISW453,1a14=3161165, 13-14=219/596 WEBS 3-26=-1741288, 3.23=6681317, 6-18=366/1448, 7-18=,1=133, 8.18=7281237, 8.16=290/854, 9-16==-M/381, 14-16=2321828,11-14=1511568, 6-22=592J262, 6-22=2525/SSD, 11-13=9271362,12-33=10051342 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; SMI-4.Opst,, III Cat II; Exp C; End., GCP1=0.16; MWFRS (envelope); cantilever left exposed; Wmber 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 last bottom chord live load nonconcurrent with any other live loads. 6) Bearing at)oIM(s) 33 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)olnt(s) except at -lb) 22=721, 33=340. Milt LOAD CASE(5) Standard Job Truss I russ I ype Avalan-Meditemveangr AS jQty jPly JMW-05-AvalonSW Roof Spatial 1 1 Jab Reference(optional) ID:25Ys9447Im1mi2g5Mn odCoyrlCoyODrx-InrBkvbwRn4XtyEsZCAAPJ W GaOepHkH6 ES4VuzvTbt -W 59-15 W0 17" 234i0 2560 33 112 39-5-0 2-0-0 59-15 6-57 49-0 68-0 4-0-0 6572 Sid 5x7 = 6.00 12 5x5 = Dead Load Daft =1/8In 7 8 Us= - SX8 i = 4X5 G 95 13z44 4F y99jr M3x4= m 34 c 2x411 y qo 1 27 28 25 23 Y1 20 19 18 17 18 15 3X4 = 20 II 3X5 = 2X4 11 NOM STP= 4X4 = 3X6 = 2x4 fis 4X4 II 4X7 = Us = 4X7 = 5x4 = Us = 1230 it-160 a9-15 1150 11 17-00 Lg: 3p S 6916 I T-1 B80 W 1 7-e-0 U12 F2-&12 I S1 D4-0 OSO Plate 00seis ()4Y}- j7:oS-b.az-e). [6:az-B,o-zd), I11:a3-B,a39). [td:a2-9,a38 2-8]. [zz:0.a2.4), I23:a2-O,o30), [24:a2-D,EdBe], [26:0.2-0.ao-8). [28:0-2.9 .1-0 0--9,a25], o-1-0] LOADING(psf) SPACING- 24a0 CSL DEFL in Qoc) Udell IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.08 15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -OM 15 >999 180 BCLL ' 0.0 Rep Stress Ina YES WB 0.82 Horz(CT) 0.03 34 We We BCOL 16.0 Code FBC2017frP12014 Matrix -MS Weight3051b FT-20% LUMSER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except' B2,B5: 2z4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3'Excepr BL1: 2x6 SP No.2 WEBS REACTIONS. (size) 23=a8-0 (min. 0-05), 34=0-3-8 (min. 0-1-8) Max Horz23=399(LC 8) Max Uplifl23=697(LC 8), 34=-304(LC 9) Max Grav23=2804(LC 1), 34=1048(LC 18) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2.3=-2881877, 3.4=-04011361, 45=427/1488, 545--0 I/1727, 6-7=22913g2, 7-8=-6661259, 8.9=14271433, 9-10=11811307, 10-11=9131257 BOT CHORD 2-27=-6971359, 2a27=-697/359, 5-24=1531454, 23-2A=-1309/951, 22-23=941/209, 19.20=9091201, 13.14=2571913 WEBS 9-14=9071371, 3-27=0P289, 3-24=-6631314, 6-19=26611588, 7-19=1196/271, 7-17=2081963, 8-17=7711254, 14-17=1691653, 8.14=.326/1046, 1 a14=-841391, 10-13=724/301, 523=6221293, 6.23=24791555,11-13=-32211161, 111-34=10571308 Structural wood sheathing directlyapplied or 45-'11 oc pudins, except end verticals. Rigid calling directly applied or 6.2-0 oo bracing. Except ' 2-2-0 oc bracing: 24-26 6-0-0 oc bracing: 2a22 1 Row at midpt 7-19. 8-17. 6-23 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=S.OpsF, BCDL=5.Opsf; h=16fk CaL 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) Bearing atjoint(s) 34 considers parallel to grain value using ANSIfiPi 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except at -lb) 23=697, 34=304. LOAD CASE(S) Standard i Job I runs I ype y MW-0SA an Spec Avalon-Meditenanean�r AS Rcol Special 1 t Jab Reference o tionai ..�•. _••_^,•_•�W i z2--0a-0a 1 I 20d-0 1 w2ryBe , re . ragr:13'. ID:25Ys944710nmi2g5MnodCayODD„4vDhtvxglXQPHjP)NHg=pYmRKuBel Trw 555 1SM-1-0,A4 I 54-e I sT—I sao�aao sa-0 I s1-o , 16.00 72 5x8 mr, 3x6 = 2x4 It Sx8 = Dead Load Deb. = 3161n 6 7 0 9 4x8= 3x6 g4x5 4 5x5 = 5xa = .5 10 3x4 = 12 3A 4 W 3 4 d m 11 w g 2x4 II 2 - - [� A r 1 27 26 25 23 21 20 19 18 Fin 17 1615 3 415_ 4 3x5 = 2x4 11 NOP2X STP= 3,6 - 4x4 = 2x4 11 ' 4x4 II 5x6 = 3x12 = 5x8 = 4x7 = Sx4 = 4x5 = t23a 5915 I &7-1 11.aa 15-0-0 2a4-0 ZSSa 3a8-0 3a5-0 5&15 I 6— 1�1 2-90 I�l�j —I S.pL I age � -Plate Offsets (X,Y) - r24:0.2-0.Edeat [6:0-2-9.0-2A. 17:03-0,0-244. [9:08-0,0.2-81,11010-2-B,Edge), 112:030,030]. [13:0.1-12,0-2-0), [14:0.2-12,0-2-12L [22:03-0,0-2-721, [23:0-2-0,0301, 126.0.2-0 0-03t [28:0-23 0.1-M LOADING(psf) SPACING- 2-0.0 CSL DEFL in Qoc) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.80 Vert(LL) -0.22 13-14 >999 240 MT20 244/190 TCDL • 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.4613-14 >721 180 BCLL 0.0 Rep Stress Ina YES WB 0.90 Horz(CT) -0.05 34 n/a nla BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weighb281lb FT=20% LUMBER, BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP No2 `Except' 82,87: 2x4 SP N0.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP N0.3 •ExcepC BL1: 2x6 SP No2 WEBS REACTIONS. (sfze) 23=041.0 (min. 035), 34=03.6 (min. 04.8) Max Hcrz23=349(LC 8) Max UpliR23=762(LC 4), 34=292(LC 9) Max Gmv23=2793(LC 1). 34=1041(LC 18) FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-303/877, 3-0=50611362, 4-5-489H487, 5E=57411737, 6-7=614/217, 7.8=5771200, 8.9-5771200, 9.10=1S75I442, 10-11=13961340,1330=-217/906, 1230=217/906 BOT CHORD 2-27=697MS9, 26-27=-6971359, 5-24=228/461, 23-24=13141653, 22-23=910/377, 6-22=0I334, 19-20=8631361, 18-19=1861834, 17-18=4861834, 10.14=954/358, 13-14-2831938 WEBS 3-27-1731289, 3.24=6671316, 6-19-- 46511549, 8-19=-W/260, 9-19=5951152, 14.17=142/838, 9.14=300/973, 11-14=-81/652,11-13=1141/363, 5-23=-613/280, 6.23=2536f713, 12-34=1056297 Structural wood sheathing directly applied or 4-3.10 as puriins, except end verlicals. Rigid calling directly applied or 53-0 oc bracing. Except: 2.2.0 oc bracing: 24-26 6-M as bracing: 20-22 10-0-0 oc bracing: 14-16 1 Row at micipt 9.19, 6-23 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VuR-160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat Il; Exp C; Encl., GCpl=0.18; MWFRS (envelope); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate dmi0age to preventwater ponding. 4) Ali plates are MT20 plates unless othenvise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing atjomt(s) 34 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surrace. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except Qt=lb) 23=762, 34=292. LOAD CASE(S) Standard �JV\GEN,g'F:`����i PE 76051 A i 'STA-F0W.J 1 4� i��iFsslON,4L.1�NG��\\\ Job Tniss Iruss lype Uty rJw vwen spec Avatar-Meditmuaangr A7 IPW Racf Spedal 1 1 Job Reference o donal ,v,,....—a Za m.o". o_.w"—....—n,vesuma.,m mv„v.,, ,. ,....,....... rase. ID:25Ys9447lanmi2g5MnorlCoyODrx-hM3x60wsS31onB6d�E.'794vN7GHDgaM(xBZmrvTly •2-0I I 1230 204-0 77440 324F0 I 37951-0255 3V 0 3x6 6 3x4 G 3 4 2x4 II 2 .1 28 3X5 = 2X4 II 6.00 12 4x5 9 6x9 O 6 25 24 22 2019 NOP2XSTP= 4411 5x10 = 4x7 =4x5 = SA = 2x4 II 7 18 17 3x12 = 3x8 = 6x8 = 8 2x4 II 9 5x8= 1 10 12ae 114" 33ea sou 1150 11A0. 211d-0 2rA0 3080 3?Sa eats srn o- o-1-0 Teo suo lea 1+o a oar Dead Load Deft =1/8 in 418 = 5xe = 71 qq 34 1� 4 A 12 1� 4x5 = Plate Offsets (X,Y)— [6:0-6-12,0-2-121, [8:080,0.231, [10:0S4,0.2-12], [11:030,03-0]. [14:0-2-12,0-23], [18:OS12,0-1-8], (21:0-3-12,Edge], [22:0-2-%0-3-01, 123:0-2-O,Edgel, 0:0-2-0.0-0-81. 127:0-23.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.78 Vert(L) -0.08 14 >999 240 MT20 2441190 TOOL - 16.0 Lumber DOL 1.25 SC 0.95 Vert(CT) .02018.19 >999 180 SCLL 0.0 Rep Stress Ina YES WB 0.66 Horz(CT) 0.04 34 n/a nfa BCDL 10.0 Code FBC2017fIP12014 . Matrix -MS Weight 2711b FT=20% LUMBER, BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* B2,67: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* W14: 2x4 SP No.2 OTHERS 2X4 SP No.3'Excepr WEBS BL1: 2x6 SP No.2 REACTIONS. (size) 22=0-8-0 (min. 03.4), 34=D-3-8 (min. 0.1-8) Max Horz22=299(LC 8) Max Up1i022=-851(LC 4), 34=275(LC 9) Max Grav22=2778(LC 1), 34=1037(LC 18) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (lb) orless exceptwhen shown. TOP CHORD 23=3031877, 3d=506/1362, 4-5=501/1487, 5&--56811707, 6.7=715I242, 7-8=7151242, B-9=16621437, 310=1617/401,1230=1371796, 1130=-1371796 BOT CHORD 2-26=-0961359, 25-26=-698f359, 6-23=2071400, 22-23=13121652, 21-22=10511420, 21-29=15/288, 6-29=51327, 18-19=9881399, 17-18= 7.22/990,16.17=2221990, 13.14=.378/1567, 12.13=375/1592 WEBS 3.26=174/290, 3.23=667/314, 6-18=-55511742, 7-18=592f341, 8.18=5711142, 14-16=224/966, 8-14=-3011867, 10.14=-513/152,10-13=0272, 10.12=15631352, 5.22=,502268, 6-22=2553/799, 11-34=1083292 Structural wood sheathing directly applied or 4314 oc pudins, except end verticats. Rigid calling directly applied or 6-2-13 oc bracing. Except 2.2-0 oc bracing: 23-25 10.0.0 no bracing: 19.21 1 Row at mldpt 6-18, 8-18,10.12, 6-22 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=5.0psF BCDL=5.Opsf, h=1611; Cal. II; Exp C; End., GCpi=0.16; MWFRS (envelope); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Al plates ere MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconourrent with any other live loads. 6) Bearing at]oint(s) 34 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. _ 7) Provide mechanical connection (by others) of fuss to bearing plate capable of withstandinb 100 lb uplift at joint(s) except at --lb) 22=851, T LOAD CASE(S) Standard XCENS�:.���i�i 7 .1 PE 76051 AV C- 7 .rvNAL. �- \\\ J00 Truss I yp0 Ury MW-0SAvdan Spec AvalortMeditenaneamar A9 jPly Root special 1 1 I ,lob Reference (optlonaq 2x4 0 5x8 = 5xt2 M120HS= 6.00 12 6. 7 5X9 2x4 !/ 4a6= 3X6 3xe= 4x5= 3x411 4x5 = Sx8 = Deed Load Deft -1/41n 1 12 LOADING(psl) TCLL 20.0 TCDL . 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 125 Lumber DOL 125 Rep Stress Ina YES Code FBC2017/TP12014 CSI. TC 0.86 BC 0.79 WB 0.94 Matrix -MS DEFL. m One) Udell L/d Vert(LL) -0.24 20-22 >999 240 Vert(CT) -0.54 20-22 >752 180 Horz(CT) -0.02 13 n1a We PLATES GRIP MT20 2441190 MT20HS 1871143 Weight: 292 lb FT-20% LUMBER- BRACING - TOP CHORD 20 SP No2'Exoept• TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc puriins, except T3,T4,T6: 2x4 SP M 31 end verticals. SOT CHORD 2x4 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied or 5-10.15 oc bracing. B3,B5: 2x4 SP No.3 WEBS 1 Row at midpt 6-22, 6-20, 8-20, 8.19. 11-16 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 13=0.8.0 (min. 0.1-11), 14=0-8-0 (min. 0-1-11), 22=0.115 (min. 0-3-4) Max Horz22=382(LC 8) Max UpIM3=-977(LC 18), 14=1035(LC 9), 22=741(LC 8) Max Grav13=562(LC 9),14=2415(LC 18), 22=2743(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - Ali forces 260 Qb) or less except when shown. TOP CHORD 2-3=-3111947, 3-0=-461f1239, 4-5=44E/1427, 5-6=8001389, 6-7=-6461323, 7.8=6871333, 8-9=1740I683, 9.10=17951689,10-11=1986/591,12-13=-451/774 BOT CHORD 2-23=7421390, 22-23-809/399, 21-22=2861312, 20-21=2861312, 19-20=28611078, 16.17=-BOM013,11.14=-21161970 WEBS 3-22=569/345, 5-22=-2393/645, 5-20=229/1103, 8.20=7001284,17-19=280/1025, 8-17= 391/1045,10-17=6401194,10-16=7691374,11.16=-681/2207 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.Opsh h=16ft; Cal 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurtent with any other Ihre leads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)oint(s) except (p=lb)13=977, 14=1035, 22=741. LOAD CASE(S) Standard IxGENSF_``1��� Pr— 76tnrx1 A 4 0ROIIDY%' /01VAI-NG\\\\\ Job Truss Fruss lype MW-OSAvalen Spat Avalw,Mecibnaneeng A9 RaafSpedal Ittry JPIY 1 7 Job Reference (optional) aaumwn noes, rr. rxxae, ram. sas:,t awn: t 5,5 = Dead Load Dell. =114lo 6.00 12 6 = bx5= 3154 7 3M II 5 T 9 3x8 9 4xS — Sx5 = 3xs II 3x10 G 4 W 10 1112 3 TA IM 2 :!it 2 13 IIII 1 4 I 13 4 2M It 2 g 1 �14 l 16 15 ` 23 2221 20 19 18 4x6= NOP2XSIP= 4x5 = 2x4 II 3x6 = 3x8 = 3x4 II 34 it 3x6= 3,9= 5x10= 3x411 6-0.4 6 iS 20-4-0 26-8-0 371 43.11-8 44-8-0 I �30-&01 I I 2-69 6-0-0 8-173 04L'B Plate Offsets KY)- [3:0312,a1-81, 1e:0-2-8,0-2.0], [11:a1-12.a1-12), [12:a2-12,a1-8], [13:0.2-12,0-1-8), [16:0-1-12,0-2-0]. [17:0-2-8.a2-12]. [19:a1-12,a1-BL [22:a1-tz,a1-BJ [24.0-23,0-1-0] LOADING(:4 SPACING- 2.0.0 CSI. DEFL. In (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.18 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber OOL 1.25 SC 0.78 Ved(CT) -0.3716.17 >999 180 _ BCLL 0.0 Rep Stress Ina YES WB 0.79 Horz(CT) 0.01 14 Na We BCDL 10.0 Code FBC20171fP12014 Matrix -MS Weight 292 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 caging directly applied or 5.11-12 cc bracing. B3,65: 2x4 SP No.3 WEBS 1 Row at mldpt 7-20, 7-19, 8-19 WEBS 2x4 SP No.3 •Except- W13: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 13=a8-0 (min. a1-14), 14=11." (min. 0-1-14), 23=a11-5 (min. 0-2-15) Max Horz23=350(LC 8) Max Upl1ft13=798(LC 1), 14=787(LC 9). 23=-678(LC 8) Max Gmvl3=334(LC 9), 14=2365(LC 1). 23=2490(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 Qb) or less exceptw hen shown. TOP CHORD 23=3551976, 3.4=-1107/349, 4.5=-9961377, 5-0=14301520, 6-7-13721508, 74=16181596, 8-9=2319/839, 9.10=2372f710,10.29=2644f746, 29-30=2643f746, 1130=2643f746, 12-13=2051455 BOT CHORD 2-23=7B61395, 22-23=7661393, 21.22=298/970, 2a21=298/970, 19.20=39011624, 9-17=3881303, 16-17=76712696,11-14=19461692 WEBS 3-23=2296f721, 3-22-38911960. 5-22--8131256, 5-20=1311307, 6-20=2911790, 7-20=967938, B-19=-6217239,17-19=365f1745, 8-17=57311548, 10-17=722YL40, ta16=1100/436, 11-16=862J2999 NOTES- 1) Unbalanced mof live loads have been considered ferthis design. 2) Wind: ASCE 7.10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=16ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed; Lumber DOL=1.60 plate gdp 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 nonooncument w8h any other live loads. 6) Provide mechanical conpection (by others) of truss to bearing plate capable of withstanding 1001b uplift at]aint(s) except Gt=lb)13=798, 14=787.23=678. 7) Hanger(s) or other connection devica(s) shall be provided suf idem ito support concentrated Ical(s) 6416 down and 112 lb up at 41-0-11, and 841b down and 1121b up at 43-0-11 on top chord. The designiselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the race of the thus ere noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1.6=70, 6.7=70, 7-5=70, 8-10=70,10-12=70, 18.26=20,15.17=20, 13.14=20 Continued on page 2 I\GENgF.`�����i PE 76051 A \ �i�r`.Q1GIORIDP �� �\ o rUss ms8 lype MW-IXi on spec AvalonMetlilenanearF9r A9 Root special 1 1 Job Rehrenoe ( ptional) Sculhem Twa, Ft Paces. FL. 34951 nun: a.reos a¢rr zinnrmcn sman cure aurae mauamey.nw M--''.�...,..o...��wrv- ID25Vs9447kmm12g5MnoriCoyODm-S)&41Szld_PNeerCe7nLiDSLObAoUXT1 f V9rA5zvTts LOAD CASE(S) Standard Concentrated Loads (Ib) Vert 29=47(8) 3D-47(13) i PE 76051 A ORID4''y��� Job mes Inuss Iwo y MW-0SAVdlan Spee AvalaeMedlenanean-V A10 Roof special 1 1 Job Reference o tional amrvarn ,o , rc rang rL. u 401 - - -• U ID.25Ys94471annd2g5MnalCoyODrx-a715yozMWHXDFOPOCgIeOR79 ZuDzfAU9vPD(zv7tr -2-0-0 49-15 U 15 20d0 26A-0 30a-0 38-10.9 4<$0 48b0 2-0-0 15 7-e•1 7$1 6d-0 480 E2A 7.47 2-0-0 ' 6.0012 6 5x6- 5%5= 3x5 4 7 3x60 5 3x51 3x8 J 4 9 10 3x10 G W4 h77 3 W2 2x4 II 2 0 1 17 15 14 19 18 t6 4x5 = 20 II 3%.9 = 3x6 = 3rB = 3x 3%6 = 2x4 II 2x4 II 2%4 II 2x4 It Dead Load Dan.-5116In 2%4 11 11 9J 12 bad 4 16 19�_ 28_15 204-0 y ease � 4M 6 0 78-1 _ I I gryp 4-4-o a 689 61-0 Plate Offsets (X Y)- 13:0-3-12 0 1.81 18•D-2-8D-2-0t 118'D3.4 ai-Bj t20:0.23 0.1-07 122:G-2-3 0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) UdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.22 14-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 SC 0.59 Ved(CT) -0.5414-16 >893 180 BCLL - 0.0 Rep Stress Ina YES WB 0.86 Horz(CT) 0.08 11 n1a n1a BCDL 10.0 Code FBC2017f1P12014 Matrix -MS Weight: 2911b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 -Except! B1:2x4 SP No.2, F2: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 19=0-11-5 (min. 0-2-14), 11=0-B-0 (min. 0-1-9) Max Horz 19=224(LC 6) Max Uplifil 9=-661 (LC 8). 11=-574(LC 9) Max Gmv19=2416(LC 1), 11=1894(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 7.16, 7-14 JOINTS 1 Brace at Jt(s): 13 FORCES. Qb) - Mm Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3=305f739, 34=18601487, 4-5=16411605, 5.6=-18721624, 6-7=18291596, 7-6=2193f756, 8-9=2437f782, 9-10=25471756, 10-11=3144/904 BOT CHORD 2-19=5751320, 18-19--5751509, 17-18=-34611561,16-17=346/1561,15-16-402P1325, 14-15=-402J2325,1314=-65212701,11-13=652/2701 WEBS 3-19=22541722, 21-l"7412249, 6-18=-5771228, 6.16=-32411073, 7-16=11681532, 7-14=2811160, 8-14=-170/f70,10-14=6321346 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=5.Opst; BCDL=5.Opsf; h=1lift: Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); wet lever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This buss has been designed for a 10.0 psf bottom chard live load nonwnwment with any other live leads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)olnt(s) except Qt-lb)19=661, 11=574. LOAD CASE(S) Standard \\\\I 1111/w/�i/i v\GENSF������ ! pl=70nsi AV �-01 •sIHr�F' ; -� ion truss Iruss lype MW'(L val.n Spec Avalon-Meditemumanly All jQty jPly Roof Spedal 1 1 Job Reference o Honal Sx5 = Dead Load Dell. = 3M In W 6.60 i2 6 7 36 i ix5 = 56 = 36 O 5 T 0 36 4 4 2x4 10 3 4 W6 a 70 NOP2X STP= .11 2x4 II 2x4 2 1 'HW211 q id 1 12 19 18 17 16 15 14 13 NOP2X STP= 46 = 36= 4x6= 3X5= 3x5= Sx9= 6 = 2xa II 30 // 20 It 2x4 II 2x4 II II 2x4 It 2x4 II 2x4 It 4-0.0 11-M 1947-0 21-e-0 2H-HO 0.9-0 4311-H 44-H-0 Plata Offsets MY)- 13:0-2 tz 0-1 6t r6.03.0 0.2-8t n:0-2-8 0-2-4i [8:U-2W.o-&121,19.0.2-8 6z-0t r11 •D-4-ls a1.2t r14.0-3-12OS01 r20.0-2-3 0.1-Ot 122:0-2-3 0.1-0t LOADINO(pst) SPACING- 240-0 C51. DEFL in (roc) Odell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0A114-16 >999 240 hmo 2441190 TCDL 15.0 Lumber DOL 1.26 BC 0.75 Vert(CT) -0.7614-15 >638 180 BCLL - 0.0 Rep Stress Ina YES WB 0.91 Hom(CT) 0.10 11 n1a We BCDL 10.0 Code FBC2017fTP12014 Matdx-MS Weight 2991b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'ExcepN TOP CHORD Structural wood sheathing directly applied or 23-0 oo pudins. T4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or S-0-0 0o bracing. BOT CHORD 2x4 SP M 31 *Except* WEBS 1 Row at midpt 5.16, 8.15 Bt: 2x4 SP No.2, F2: 2x4 SP No.3 JOINTS 1 Brace at JXs): 13 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right 2x4 SP No.3 REACTIONS. (size) 19=041-0 (min. 04.13), 11=04 .0 (min.0.1-10) Max Horz19=211(LC 6) Max Upgftl9=-039(LC 6), 11=574(LC 9) Max Gmvlg=2380(LC 1), 11=1929(LC 1) FORCES. (lb) - Max. Comp.lMax. Ten. -Ail forces 250 (lb) or less exceptwhen shown. TOP CHORD 2-3=-3111847, 3-4=-190a1464, 4-5=18061490, 5.6=20171635, 6-7=1722160B, 7-8=2034/597, 8.9=27761865, 9.10�3013/929,10-11=32391924 BOT CHORD 2-19=-6641386,18.19=2401855,17-18=35011701, 16-17=35011701,15-16=207/1722, 14-15=52312776,13-14=-054Y2388,11-13=682I2796 WEBS 3.19=25871786, 3-18=13011018, 5.18=5061199, 6-16=-1541473, 7-15=130/621, 8-15=14091576, 8-14=361/198, 9-14=1471716, 9.13=174/486, 10-13=374Y292 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (_-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=S.OpsF h=1Sft; Cat II; Exp C; Encl., GCpl=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) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 lost bottom chord live load noncencument with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at)aint(s) except Qt=lb)19=639, 11=574. LOAD CASE(5) Standard PE 70051 A i �.fl 1 •�tnrt-�a� S101VA11Eli N I Jon ruae Imss Iype M 5lAl lon5pec Avaloo-Meddemme am9r A72 JWIY JPIY I Roof special 1 Job Reference footlone0 muu,rn, ,Nee, rc nla m .. =i Dead Load Dell. 114111 Sx7 = - 8.00 12 6x5 = 8 7 3x5 % 4 5x5 = 5x8 = 3x6 b 5 8 9 4 3x5 1 4x5 4 11 4 W7 3 YY2 4x5 1 12 ' 2x41t 2 V 0 q4� 1V7. 11 2 4 6 22 2/ 20 19 18 17 13 Ili NOP2X STP= 3x9 = 3x6 - 3x5 = 3x8 = N 415 = 2x4 It 16 16 14 13 3x4 11 3x12= 3X5= 3x5 it AN AJ n 4. 11M 91gMQ.A . A'i.Ln:i4.A-n .1&10-4 444.0 4-0-0 -0 64-0 164-0 6b0 7-1-0 2-7-0 14-0 4-24 5-9-12 Plate Offsets KY)- [6:045-4,0-2-8]. [7:OS0,0-2.8], (8:0-0-0,0.1.12). [8:o-2-12,0441, [9:0.1-12.0-0-0).110:0-& 4,0.2.8).11z:o-24,I]MI. [13:o-2-12,0.1.8). [14:0-2-0,0-1-8], 115.0-5-12 0.1-81 tt7:0-6-4 Ob121 n&o-1-1204-8t 121:0-3-8,04-81 123.0.2-3 o-i-0) LOADING(psf) SPACING- 24)D CSL DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vart(LL) 0.17 17-18 >999 240 Mi20 244H90 TCDL - 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT)-0.4317-18 >999 180 ' BCLL 0.0 Rep Stress Ina YES WB 0.87 Hotz(CT) 0.15 13 Na n/a BCOL 10.0 Code FBC2017fTP12014 Merril Weight: 295 lb FT=20% LUMBER BRACING - TOP CHORD 2x4 SP No2 *Except' TOP CHORD Structural wood sheathing directly applied, except end verOcals. 74: 2x4 SP M 31 BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 `Except' WEBS 1 Row at midpt 6-19. 8-18,10.15 83: 2x4 SP No.3 WEBS 2x4 SP N0.3 OTHERS 2X4 SP No.3 REACTIONS. (size) 13=Mechanical, 22=041-0 (min. D•2-13) Max Harz22=200(LC 8) Max UpliR13=495(LC 9), 22=620(LC 8) Max Grav13=1768(LC 1). 22=I3B3(LC 1) FORCES. (Ib) - Max. Comp.IMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-0=-287f7l 1, 3-4=1835/414, 4.5=16561429, 5.6--2009/549, 6-7=20151655, 7411=23481850. 8-9=-3211/942, 9-10-3185f934,1D-11=2123I677,11-12-2011/575, 12-13=17'101518 BOT CHORD 2-22=5621304, 21-22=5621431, 2(-21=-329/1555, 19-20=32911555, 18-19=277/1699, 17-18=-696/3214, 9-17=540I797, 14-15=438N727 WEBS 3.22=22441665, 3-21=461/2257, 5-21=6671232, 5-19=141f264, 6-18=219/608, 7-18=74/576, 8.18=1490I573, 15-17=431/2076, 10.15=1120213, 10-17=499/2294, 11-14=-566/226.12-14=44511797 NOTES- 1) Unbalanced roof live loads have been considered for this dealgn. 2) Wind: ASCE 7-10; Vulr160mph (3-second gust) Vasd=124mph; TCDL=S.DpsF, BCDL=5.OpsF h=18ik Cat 11; Exp C; Encl., GCpI=0.16; MWFRS (envelope); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates we MT20 plates unless othervrise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencunent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(a) except (it=lb)13=495, 22=620. LOAD CASE(S) Standard M-B`,/lam/ sv ; •s1Nrl=xeF ��� 1. Jot) ruas Inas iypa lyY MW-0iAvabn Epee Avaloo-Meditmraneangr A13 Root special 1 1 ' Job Reference o all Dead Load Dell. - 711616 6.00 i2 us _. 2x4 11 Sx5 = 6 7 8 3x8 G 3x4 II 3x8 4 W 4 9 5,5 = 5 Sx5 q 10 W 2x4 II 1D11 3x5 12 3 e 3x4 II 0 13 2t4 II 2 1 j N 21 20 19 18 17 5 4 lg 4,5 = NOP2x STP= 315— 3i6 3xII Il 3x7= 18 16 ib 3x4 II M = Sx5 = 4-PO 12�-0 20-4-0 30A-0 36-8-0 44-&0 Plate Offsets (X,Y}[B:a2-e,az�j, [fi:aaa,o-s-41, [11:a,42-0], I12:a2-0,a1$j, [104�r'.-0az-6,az-12j. [16:o-3-o Ed-09ej, [lraz-iz,03.48 ] [21:0.2-D,at-Bj, I22:0.2.9 0.1-01 LOADING (Pat) SPACING- 2-0-0 CSL DEFL in Qoc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.31 17-18 >999 240 MT20 2441190 TCDL 16.0 Lumber DOL 1.25 BC 0.73 Val -0.75 17-18 >645 180 BCLL - 0.0 Rep Stress Ina YES WB 0.93 Horz(CT) 0.16 14 We We BCDL 10.0 Code FBC2017frP12014 . Maalx-MS Weight' 293 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc pudins, except SOT CHORD 2c4 SP No.2 "Except' end verticals. B3: Zxb SP No.3, B2: 2x4 SP M 31 BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3'Excel WEBS 1 Row at midpt 5.21. 6-20. 8-18, 12-14, 10.16 W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 21=0-8-0 (min. 0.2-13),14=Mechanical Max Horz21=182(LC 8) Max Upli! 21=598(LC 8), 14=-480(LC 9) Max Grev21=2383(LC 1). 14=1768(.0 1) FORCES. (lb) - Mate CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 23-29af705, 3-0=252/560, 4-5---231f/09, 5-6=1891/473, 6-7=2182f588, 73=21821688, 8-9--359611069, 9.10=34771931,10-11=18571595, 11-12=21041626 BOT CHORD 2-21=-560/321, 20-21--351/1402, 19.20=350N692, 18-19=350/1692, 17-18=383f22A3, 9.17=-341/255,14-15=410/1557 WEBS 3-21=3631260, 5-21=26981576, S-20=116457, 6.20=275/194, 6-18=261/912, 7-18=dn/243, 8-n=665/1590,1a17=21276, 11-15=138(660, 15-n-66313174, 12-16=-i71426, 12.14=2127/571, IG-15=-2241/500 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutl=160mph (3aecond gust) Vasd=124mph; TCDL=S.Opsq BCDL=5.Opsf; h=1Sit; 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 prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load renouncement with any other live loads. 6) Refer to girders) 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 Ql=lb) 21=598. 14=480. LOAD CASE(S) Standard T i @�. \GEN& j-V,Q�i / 47F 74if AI A vim; -slnrt+er jam` Job NSs Iruss lype MW-0 AvalonSpw Av I1 Medrteaan eanyr A74 Root Spetlal 1 Job Reference (optional) �aaNelll IN89, YIYI¢TB, tL, :14e91 Sx8 e.OD 12 2x4 11 5x8 = 5 6 7 3x5 O 3x6 D 34 4 N0P2XSTP= v 2x4 11 2 Hvv, lid A 2b 11 II 23 22 21 2019 3x5= 4x6— 3A= 3x5= 4x6= 2x4 II 2X4 II 2x4 II 4x10 MT20HS= 2x4 II 2x4 II LOADING(psf) SPACING- 2-0-0 CSL DEFL in Qoc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -025 18-20 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.6018-20 >888 180 BCLL - 0.0 1 Rep Stress Ina YES WB 0.96 H=(CT) 0.33 13 n1a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD T2,T3,T4: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP M 31 *Except* WEBS B4,F2: 2x4 SP No.3, B5: 2x4 SP No.2 JOINTS WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left 2x4 SP No.3 REACTIONS. (sae) 13--Mechanical, 2=04i.0 (min. 0.1-13) Max Horz2=196(LC 8) Max Uplift13=502(LC 9), 2=517(LC 8) Max Gmv13=2000(LC 1), 2=2151(LC 1) FORCES. pb) -Max CompJMax Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-3=.37251794, 3d=3545/807, 4.5=3198/775, 6.6=-3353/868, 6.7=3353/868, 7-8=.36231813,8-9=-3259I841,9-10=-3688f903, 1U-11=-38951961 BOT CHORD 2-24=795f3231, 23-24=795/3231, 22-23=-64812775, 21-22=-*48/2775, 20.21=627/3167, 19.20>1076/4817,18.19=1076/4817,17-18-1072/4621, 16.17=-83913492, 1G-16=731366, 13-14=29111183 WEBS 4-23= 5421316, 5.23=8W491, 5-21=-3201903, 6-21=580/338, 7-21=-209/458, 7-20=-1791915,8-20=-1830/609,8-17=2031/424,11-14=-1174/328,11-13=-22141543, 14-16=410/165%li-16=599/2529,9-17=.307/13B7,10.17=-445/162 Dead Load Deft. = a/81n 7x6 = Sx5 = 8 4x5 30 11 10 gx8 = 11 12 w 9 , , ,6 T 18 17 2x4 II 3xt0 = 15 14 13 30 11 3x5 = 5x5 = PLATES GRIP MT20 2441190 MT20HS 1871143 Weight 299 lb FT = 20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 7-6-B oc bracing. 1 Row at midpt 8-20 1 Brace at JQs): 24 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=16$ Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcunent with any other live loads. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of thus to bearing plate capable of withstanding 100 lb uplift stjoint(s) except Qt=lb)13=502, T , 2=517. \\�����1 / LOAD CASE(S) Standard \�\ K/// p�'o \�GrORID 6ml-8 63-0 Dead Load Dell. =71181n 5xe - Us _ US = 2x4 II 5x3 = . 4 5 5 7 a 6.D0 12 3x4 II BxtO MT2lIH3= 4x7NO go� 22X STP= 5 4 2x41i 2 0 Yt1 14 20 19 19 t7 16 75 w - 46 = axe = 3x7 = 2x4 11 4xa = 2x411 2x411 3x5= 5xe WB= 13 12 2x411 2x4 II 2x4 II 3x4 II 5x5 = 20 II 2X4 It 5-7-7 10-7-0 11 17.34 23-0-12 29&0 36-m" 40SU 44-9-0 45-0 Plate Offsets (X yl,_ f20.0-3 410.7 411-9 0. 634 0-0-141 f4 0-6-0 0.2.8] f8 0.5-0 0-2�1 f9 Et-8 0.8-8 Edgel It t•03.8 0.1-81 6-:4 6-9-8 3-9-a f170-2.8 0-2-121 f14 06-12 03-01 f16:030 0.1-8] 123:0.2-3 0-1-0) LOADING(Psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES MT20 GRIP 2441190 TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.37 18 >999 240 180 MT20HS 1871143 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vwt(CT) -0.7918-19 -675 BCLL - 0.0 Rep Stress lncr YES WB 0.83 Hoa(CT) 0.40 12 n/e n/a Weight 294 lb FT=20% BCDL 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER- BRACING - TOP CHORD Structural wood sheathing diractly applied, except end verticals. TOP CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 5.1 D-15 cc bracing. T4: 2x4 SP M 31 BOT CHORD 2x4 SP No2 `Except' WEBS 1 Row at midpt 9-16, 9.14 B1,B3: 2x4 SP M 31, B4,F2: 2x4 SP No.3 JOINTS 1 Brace at JQs): 22 WEBS 20 SP No.3 *Except* W8: 2x4 SP No2 OTHERS 2x4 SP No.3 WEDGE Left: 20 SP No.3 REACTIONS. (size) 12=Mechanical, 2=0-8-0 (min.0-1-13) Max Horz2=210(LC 8) Max UpldH2--486(LC 5), 2--500(LC 5) Max Gmv12--2000(LC 1), 2=2151(LC 1) FORCES. (lb) -Max CompJMax Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 24-3727/897, 34-3349/890, 45=.374511060, 5-6=3931/1071, 6.7=.393111071, 7-8 9931/1071, 8-9=-4005/970, 9-10=-3283r/86,10-li=-3230f775, 11-12=19391504 BOT CHORD 2-22--880/3241, 21-22=880/3241, 20-21=77812926, 19-20=77812926, 18.19=100513745, 17-18=807/3516, 16.17=807/3516, 1516=-127715732, 14.15=1272(5737, 10-14=2911187 WEBS 3-21=-3961248,4-21=-66/401,4.19---40511194,5-19=-6861337,5.18=1041329, 7-18=-453/262, 8-18=283/726, 8.16=152J907, 9-16=23601682, 9-14=28461653, 11-14=4M/3685 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3second gust) Vosd=124mph; TCDL=5.Opsf; BCDL=5.OpsF, 11=168; Cat. 11; Exp Q. End., GCp1=0.18; MWFRS (envelope); Lumber DOL=t.60 plate grip DOL=1.60 _ 3) Provide adequate drainage to prevent water ponding. 4) A0 plates are M720 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconanent with any other live loads. 6) Refer to girder(s) for truss to toss conneegons. - - -- 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except rib)12=486, LOAD CASE(S) Standard �i0.1a`.��pRIOP zo ~ti 'ff Dead Loan Dan. =711616 b: 3x5 = 3x5 = 318 = 3x4 11 5x8 = . 6.00 V2 4 6 7 8 9 5x5 = Us = 3x4 11 2x4. 4 10 12 I 3 NOP2x Si ; T 4 � 9 `^�yl1l 2x4 It 2 1 ,b 18 ex = 21 20 19 �y 4x6 = 2x4 It 4x6 = 3x5 = 3x5 = 2x4 It 2x4 It 2x4 II 17 16 15 14 13 2x4 11 2x4 11 3x4 11 4x12 = 418 = 3x5 = 5x5 = 2x4 II &0-0 0-7 14117 20-9.1 28-5-0 31-8-0 39-SO 44b0 LLL11 C%M 530 7-9-0 53-0 Plate onsets t YF M2 7 0.1 i f4 a-6-9 o-2-m (9•a-6-4 5-2At 1+3 o-2-6 0-z 12t t+a a2-0 0-1-8t r16:0.5.8 0-2-4t 118:0-0-003-41 120•o•z-0 0-1-et Iz3:o-z-3.�r,-u1 _ _ LOADINO(psf) SPACING- 2-0-0 CSI. DEFL, in Ono) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.95 Vert(LL) 0.42 18-19 >999 240 MT20 2441190 TOOL 15.0 Lumber DOL 125 BC 0.86 Vert(CT) -0.81 18.19 >663 160 BOLL • 0.0 Rep Stress Ina YES WS 0.95 H=(CT) 0.26 13 Na n/a BCDL 10.0 Code FBC2017M2014 Matrix -MS Weight 3081b FT LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2'Exeept• B1,B2: 2x4 SP M 31. B3,F2: 2x4 SP No.3 WEBS 2x4 SP No.3'Excepl• W4: 2x4 SP No2 OTHERS 2x4 SP No.3 WEDGE Left 2x4 SP No.3 REACTIONS. (size) 13=Mechanlml, 2-o-8-0 (min. o-1-13) Max H=2=223(LC 8) Max Uplift13=592(LC 5), 2=-558(LC 5) Max Grav13=2000(LC 1), 2=2151(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid calling directly applied or 6-4-14 oc bracing. Except 7-8-0 an bracing: 2-22 WEBS 1 Row at midpt 10-14.11-13 FORCES. Ob) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-3746/1056, 3d=346611008, 4.5=426011333, 6-0=-4747/1465, 6-7=-458411397, 7-8=-458411397,8.9=-456511393,9.10=3100/886,10.11-1753/507 BOT CHORD 2-22=101713255, 21-22-913/3061, 20-21=91313061,19.20-131114260, 18-19-144314747, 8-16=-404234,15-16=-8432926,14-15-8432926,13-14=-507M753 WEBS 3.22-264230, 4-22-161342, 4-20=54511595, 6-20=869MO, 5-19=2001682, 6.19-300/191, 6-18 = 327I89, 9-18=8152502, 9-16=-657271, 16-18=-8102880, 10-16-390/201, 10-14-1720/492, ii-14=284/1396,11-13=-25111725 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1r160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf,, BCDL=5.Opsh h=16f0 Cat II; Exp C; Encl., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss ties been designed for a 10.0 psf bottom chord live load nonconcurrent with 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 atlaint(s) except Gt--lb)13=592. 2=558._- \\\����\llMl �.�GENgF��ll- i PE 70651 A LOAD CASE(S) Standard �-O•-alr�rc�1- ��� job Truss raw ype Mw-0 VdIm spec 4wdlowMedlteaaneao-gr Ail Flax HIP 1 1 Jab Reference (op8ona0 sou�rum, Ft�FL, 34957 Run. e.290s DU 2120fe Print 6.230sOct 212018 MTek lnduchles. in ManJ 147047.2a 2016 -Page 7 ID:2SYs9447IanmUg5MnoriCoyODM-LgnTeX4NdIY5DNwgWSSk7KtFDCt5ZeLKPrq74rvT 0&e -2-60147-7 22-13 28&14 37-0-fl 443-0 2pe t_ g3-g 7-7-7 4 75/1 7-6-11 7511 7-7.7 Dead Load Dell= Nis in 5z8 = 3z5.= 2x4 11 3z6 = 315= Sze= 4ze= 0 45= 20 19 13 17 16 1614 ••, ._ 3x4 It 3x6 5x8 = W6= Us = 3x5 = 2z4 II 5z5 = 4x6 = • 3z12 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud 240 PLATES GRIP MT20 2441190 TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Ven(LL) 0.30 16 >999 TCDL 15.0 Lumber DOL 125 BC 0.97 Vert(CT) .0.56 14-16 >928 180 BCLL • 0.0 Rep Stress Ine YES WB 0.98 Horz(CT) 0.10 12 Na Na Weight27016 FT=20% BCDL 10.0 Code FBC20171TPI2014 Matrix -MS LUMBER- TOP CHORD 2x4 SP N0.2 *Except' BRACING - TOP CHORD Structural wood sheathing directly applied, except end veNcals. T2: 2x4 SP M 31 BOT CHORD Rigid ce8ing directly applied or 2-2-0 0o bracing. SOT CHORD 2x4 SP No2'Except' WEBS 1Row at midpt 4.18.6-18 B2: 2x4 SP No.3 2 Rows at 1/3 pis 10-12 WEBS 2x4 SP No.3 OTHERS 2z4 SP No.3 REACTIONS. (size) 12=Meehaniml, 2=041.0 (min. 0-2-9), 21=05.0 (min. 0-2-9), 2=0-8.0 (min. 0-2-9) Max HOrz2=217(LC 8) Max Up111112-649(LC 5).2=199(LC 1), 21=864(LC 6), 2=199(1_C 1) Max Grav12=1954(LC 1). 2=241(LC 5), 21=2397(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-482/597, 3-4-21281600, 45=326811076, 5E=326B/1076, 6.7�378411251, 7-8=378411251, 8-9=-3424/1135, 940= U2411135 BOT CHORD 2-21=4671193, 3-21=2325/870, 18-19=•567/1789,17-1B=125113784,16-17=1251/3784, 15.16=113513424,14.15-113513424,13.14=73112202, 12.13=73112202 WEBS 3-19=-658/2022,4-19--626/326,4-18=-657/1848,6.18=565/329,6-18=-649/232, B-16=-146/452, 8-14=785f380,10-14=50811537,10-13=01324, 10.12=27361908 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.DpsF, BCDL=S.Opsf; 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 pondng. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atJolnl(s) except Qt=1b)12=649, 2=199, 21=864, 2=190. LOAD CASE(S) Standard / Pt= 7Rn1;1 A I 111110\ job Trusslype M-OFAvalon Spec W Mad Meditenanean-gr A18 Ituy jPly Hay Hip 1 1 Job Reference (optlonal) "ID25Ys944?kmmdgSMnoriCoy ODm-psLsrt47O2ogAc7EDzhHKsSld7aglGW3aNXW"Tu 0-BA -2-0-0Sd0 13-04 20-1612 2&9� 36-7-12 44-a-0 2-0-0 8-0-0 7-10-e ]-10.8 7-tOd 8-0d . 616 = 6.00 12 20 II Sx10 = 2x4 11 3x6 = 4x9 = o w 7 n 9 Dead Load De1L - 31816 1� 4x5 = 16 17 18 15 14 13 12 11 3x4 11 US = 4x9 = 4x8 MT20HS= 20 11 6x12 MT20HS= 20 I I Sx6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Wall LId PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.67 Vert(LL) 0.36 13-14 >999 240 MT20 244/190 TCDL . 15.0 Lumber DOL I 125 BC 0.94 I Vert(CT) I -0.6713-14 >777 180 MT20HS I 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.96 Horz(CT) 0.09 11 n1a We BCDL 10.0 Code FBC2017/TPI2014 . Metric -MS Weight 255 lb FT=20% LUMBER- BRACING - TOP CHORD 2M SP M 31 'Except' TOP CHORD TI: 2x4 SP No.2 SOT CHORD 2x4 SP No.2 *Except! BOT CHORD B2: 2x4 SP No.3, B3,64: 2x4 SP M 31 WEBS WEBS 2x4 SP No.3 *Except' W4: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 11=1vechanical, 2=D4-0 (min. 0.2-9), 19=0-8-0 (min. 0-2-9), 2=0-8-0 (min. 0-2-0) Max Horz2=167(LC 8) Max Upl'd 11=651(LC 5), 2-212(LC 3),19=804(LC 5), 2=167(LC 1) Max Gravl l=1955(LC 1), 2=155(LC 5). 19=2364(LC 1) FORCES. (Ib)-Max. Comp./Max. Ten. -Mlfomas 250(lb) orless exceptwhenshown. TOP CHORD 2-3=-281/554, 3-0=18141531, 4.5=3704/1232, 5-6=.3704/1232, &7=-0263/1418, 7-8=-0275/1424, &9=427511424 BOT CHORD 2-19=-"21155, 3-19=-22131765, 1&17=-49311531, 1516=151914570, 14-15=1519I4570, 13-14=-152014566, 12-13=-929/2788, 11-12=92912788 WEBS 3-17=-63611960, 4.17=-8701394, 4-16=86712519, 15­16=6071349, &16=-1005/340, &14=01311, 6-13=3561120, 7-13=536/306. 9-13=575117Z7. 9-12=01342. 9-11=-320411069 Structural wood sheathing directly applied or 3-2-2 cc pudins, except end verticals. Rigid ceiling directly applied or 2-2-0 cc bracing. 1 Row at midpt 4.16.6-16.6-13 2 Rows at 113 pis 9-11 NOTES- 1) Wind: ASCE 7.10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; SCDL=5.0ps1; h=16ft; Cat. 11; Exp C; End., GCPI=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp 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 nonconcormnt with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (It=lb)11=651, 2=212, 19=804, 2--212. - LOAD CASE(S) Standard \\ cff'i� ,GENSF�����ii A PE 76051 A P-\ c/-a4-jyvi� OR IV Job 1russ I mss I ype jQty 1my1AW-05-A Spec Avalo Medlteaanevrgr A19 Half Hip 1 + Job Reference a oun ao„Uo,el�a7.30 zole Pns 1 Soulhern Truss, STl�, FL, 3951 fo:Ms8447knun,2g5MnodCoyODM-H2MvE3OMoWowUwpYPOW4enJKy[Ttl 0$8 -2-0e 3-0-0 f0-0-3 1611d 2310-0 30$72 37'1 4434 2-0.0 238 7-08 "a_U 211I2 6-10-+2 &10-12 7-08 Dead Load Deli. = 9116 in 6.00 12 axe = 2x4 II 3xg = 3x6 = 2x4 II 3x10 = 3x6 = 2x4 11 dxe=12 I. US= 22 21 20 19 1s v 16 m 3x4113x7= 4z10= SxlaMT20HSWB= 3x8— 2x4 It 4x10= US 11 4x10 MT20HS= LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 125 TCDL • 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress lna YES BCOL 10.0 Code FBC2017/TPI2014 CSI. TC 0.85 BC 0.80 WB 0.80 . Matra -MS DEFIL in OW) Odell Ud Ved(LL) 0.52 17-18 >999 240 Vert(CT) -0.95 17-18 >551 180 Horz(CT) 0.05 13 nla rda PLATES MT20 MT20HS Weight 251 lb GRIP 2441190 1871143 FT=20% LUMBER- TOP CHORD 2x4 SP M 31 'Except• BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11.4 oc purrins, except TI: 2x4 SP No.2 SOT CHORD 2x4 SP M 31 'Except- BOT CHORD end verticals. Rigid calling directly applied or 5-10-8 oc bracing. B1,132 2x4 SP No.2 WEBS 1 Row at mldpt 4-20, 6.20, 9.14,12-14 WEBS 2x4 SP No.3'Except' W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 13=Mechanical, 2=0-8-0 (min. 0-240), 23=0-8-0 (min. 0-2-10), 2=0-" (min. 0-2.10) Max Horz2=117(LC 8) Max UpIIM3=-650(LC 5), 2=544(LC 3), 23=-91%-C 5), 2=540(LC 1) Max Grav13=1948(LC 1), 2=235(LC 5), 23=2745(LC 1) FORCES. (Ib)-Max CompJMax.Ten.-Allforces 250(Ib) orlessexceptwhen shown. TOP CHORD 2-3=-3551976, 34=1174/351, 4.5=-378111264, 5-6=-378111264, 6.7=5757/1922, 74l=5757/1922, 8.9=575711922, 9-10--314611050, 10.11=-314611050, 11-12=3146I1050, 12-13=18801676 BOT CHORD 2-23=847/274, 3-23=2525/828, 20-21=3051940,19-20=178115335,18-19=1781/5335, 17-18=1781/5335, 16.17=-1675/5017,1516=167515017, 14-15=167516017 WEBS 3-21=-60211844, 4-21=-1214/493, 4-20=1087/3211, 5-20=5291303, &20=17641588, 6-18=01275, 6-17=162J479, 8-17=-487/279, 9-17=280/840, 9.15=0m0, 9.14=21241710, 1144=521/300, 12-14=117613524 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3second gust) Vssd-124mph; TCDL=S.Opsh, BCDL=5.Opsf; h=16fh, 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 nonconcument with any other live loads. 5) Refer to girder(s) for b11ss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100It, uplift atjoint(s) except at=1b)13=650, 2=544,23=913, 2--544. - — -- LOAD CASE(S) Standard \\\\\\\\1 MI I11, Pr— 7R051 A VAL JOD Ttuss Imss type 1*05-Avalon Spec Avalw4heditermneangr A2D HALF HIP GIRDER t t Job Reference (optimal) awmem nuse,rtneiw, n.., sra» nun::2S swn�fi2g5M riCoyODm-IR rvu,eenmusmea,,w munam, 0- sue. ID:25ys944Tkmmi2g5MnortCoyODrx-IFTcGZ6C'wgwg4UNLe79Mty0uOFUwPo0N3UbbzvT[g 0.11•B 44)b 61i8 1341d INN 20.89 32310 36 11 447-8 24F8 it 838 &54 6-6-0 0.1.1 0.1-1 8•t•1 62.13 Dead Load Deg. = 31161d 6.00 I2 5x5 = 3x411 2x4 11 4xe= US WB= 2x4 11 2%4 4x12 = 3x6 = 2x4 It 3x12 = 3x4 II 12 22 44 45 46 21 47 48 49 50 20 51 1952 53 78 54 55 56 17 57 16 68 15 59 60 61 14 62 63 13 NOP2X STP= 3xl2 = 2X4 11 US = Sx14 = 214 11 US = 3x10 = 2x4 11 5X5 = SXS = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deg Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) OAS 14-15 >999 240 MT20 244/190 TCDL - 16.0 Lumber DOL 1.25 SC 0.92 I Vert(CT) -0.3414-15 >857 180 I SCLL 0.0 Rep Stress Ina NO WB 0.98 Horz(CT) 0.08 13 We nla BCDL 10.0 Code FBC2017frP12014 . Matrix -MS Weight 239 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-10 on pudins, except T2 2x4 SP M 31 end verticals. SOT CHORD 2X4 SP No.2 BOT CHORD Rigid calling directly applied or 6-0-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 11-13 OTHERS 2x4 SP No.3 2 Rows at 113 pis 5.18. 8-18 REACTIONS. (size) 13=Mechanical, 18=0.11-0 (min. 04-14), 22=0.7-8 (min. 0-1.8) Max 1 o1=22=66(LC 8) Max Upli1113=542(LC 4), 18-1547(1_C 5), 22=-463(LC 4) Max Gmvl3=1460(LC 1), 18=4130(LC 1). 22=1289(LC 1) FORCES. Pit) - TOPCHORD 10-40=2790/1041, 4D-41=2790/1041, 11-41=2790/1041, 12-13=2651169, 2.22=323154 BOT CHORD 22.44=1861322, 44-05=1861322, 4546=1861322, 4647-1851322, 21-47=-186/322, 2148=202/510, 48-49=20215%49-50=-2021510, 205(1=202/510, 20-51=2021510, 19.51-2021510, 19-52=202/510, 6253-2021510, 1853=202/510, 18-54=-354/956, 54-55=.354/956, 55-56-3541956, 17.56= 3541956,1757-354/956, 1657=354/956, 16.58=-354/956, 1&58=3541956, 1559=946/2535, 59.60=94612535, 6051=946/2535, U-61=946/2535, 14-62-94612635, 6253=94612535, 13-63=946/2535 WEBS 3-21-50311477, 4-21=7581513, 521= 47811268, 5-20=01401, 518-362611369, 7-18=7411486, 8.18=-414811546, 8-17=01391, 8-15=75212OD7, 9-15=6691448, 11-15=1031279,11-14=0/434, 11-13=268BI1004, 3-22=-9961565 NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0psF, h=1sit Cat. II; Exp C; End., GCp1=0.18; MWFRS (errvelape); 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) Thls truss has been designed fora 10.0 psf bottom chord live load nonconcurtent with any other live loads. Refer to 1 from to truss connections. fiJ 18=164� 22�63calrcennec8on (by other of truss to bearing plate capable of withstanding 100Ib upl'dt etjoint(s) except Gt=lb)13=542,`\\`� '\AN\G N 0r-7Rr161 A% Continued on page 2 Job Truss truss lype MW-05,A onspec AvalwMAedite eenar A20 HALF HIP GIRDER 1 1 Job Reference one southern Ttuea, fk. Piarm. FL, 34s51 AID 2255Ys944 271mim12g55MMnorrICoyODm-IF 1cGZ8 wgwg411NLe?9MIyO)uQFLIwpcON3Uboz Ttg NOTES- 7) Hangers) or other connection device(s) shall be provided suf8dent to support concentrated load(s) 80 Ito down and 121 lb up at 1-8.4, 801b down and 121 lb up at 243-4. 80 lb down and 121 lb up at 4-84. 80 lb down and 121 Ito up at 6-8-4, 80 Ito down and 121 Ib up at 841-4. 80 lb dawn and 121 Ito up at 10-8-4. 80 lb down and 121 lb up at 12.8-4, 80 W down and 121 lb up at 14.8-4. 80 lb down and 12116 up at 16-8.4, 80 lb down and 121 lb up at 18-8-4, 8016 dawn and 121 lb up at 20-8-4. 80 lb down and 121 lb up at 22-8-4, 80 lb down and 121 lb up at 2443d, 80Ib down and 121 lb up at 26-8-4, 80 lb down and 121 lb up at 28-8-4, 80 lb down and 121 lb up at 30-8.4, 80 lb down and 121 lb up at 32-8-4, 80 to down and 121 lb up at 34-8.4, 80 Ito down and 121 to up at 36-8-4, 80 lb down and 121 lb up, at 38-84, and 80 lb down and 121 lb up at 40-8-4, and 80 Ito down and .121 lb up at 42-0-4 an top chard, and 55 lb down at 1-8-4, 55 lb down at 2-8-4, 55 lb down at 4-8-4, 55 lb down at 6-8-4, 55 lb down at 846-4, 55 It, down at 1041-4. 55 lb down at 12-8-4, 55Ib down at 14.84. 55 lb doom at 18-8-4, 55 lb down at 18.84, 55 lb down at 20-8-4, 55Ib down at 22-8-4, 55 lb down at 24-8-4, 55 lb down at 26-84, 55 lb down at 2843d, 55 )b down at 30.8-4, 65lb down at 32-&4, 55 lb down at 34.8-4.55Ib dam at 36-8-0, 55 lb dawn at 38-84, and 55 lb down at 40-114, and 55 lb down at 42-B.) 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) w back (B). LOAD CASE(S) Standard Lumber Increase=1.25, Plate Increase=1.25 Vert: 1.2=-70, 2-3=-70, 3-12=70,13-22=20 anted Loads (Ib) Vert: 6=-60(B)14- 44(8)11=60(B)10=80(B)16=44(B) 25=-80(6) 26=80(B) 27=BO(B) 28=-80(B) 29=40(B) 30=-60(B) 31=80(8) 32=80(B) 33=80(B) 34=80(8) 35=-80(B) 36-80(B) 37=-80(B) 3B- 80(B) 39=60(B) 40=-80(B) 41=-80(B) 42--80(B) 43=-80(B) 44=44(8) 45=-44(B) 46=44(B) 47=-44(B) 48=-44(8) 49=-44(B) 50=-44(B) 51=-4(8) 52=-44(B) 53=-44(B) 54=-04(8) 55=-04(B) 56=-44(B) 57=-44(B) 56=44(B) 59=44(B) 6g=44(B) 61=-44(B) 62--04(B) 63=-44(8) i PE 76051 A 1,-0 % -S IA htWdr j z ���; L �- r y( 4z4 = 4 Dead Load Dell. - 118 16 4 11 1 ax5= LOADING (pal) SPACING- 2-0-0 C51. DEFL in '..,co) 9deg Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.45 Vert(LL) -0.08 8-10 >999 240 MT20 2441180 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -020 8.10 1999 180 BCLL - 0.0 Rep Stress Incr YES WB 0.21 Horc(CT) 0.05 6 nia n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight119lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or4-1-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or G-1-8 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right 2x4 SP No.3 REACTIONS. (size) 2=046-0 (min. 0-1.8). 6--0-8-0 (min. 0-1-8) Max Hoa2=137(LC 6) Max UpIf82=346(LC 8), 6=346(LC 9) Max Grev2=1195(LC 1), 6=1195(LC 1) FORCES. (Ib) - Max Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23=17471463, 3-4=-15331460, 4-5=15331460, "5 1747/463 BOT CHORD 2-10=-413/1481, 8-10=-157/1000, 8-9=-15711000, 6-8=287A481 WEBS 4.8=1921550, 5.8=377/286, 4-10>192/550, 3-ID -3771286 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh-160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opst h=1Sit Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 2-346, 6=346. LOAD CASE(S) Standard \\`��\\\1 ik Fq i J PE 76051 A /, ' 91ORI 0NA I11NG\\\\ /ll Ix, 6x8 MT20HS II Dead Load Dell. =114 Id 4x7 = 41B = 2x8 II 7x6 = 7x12 MT20HS WB= Txa = 2xa II wcwx,�unar 10x10 = (4 II a LOADING(psi) SPACING- 2-" TCLL 20.0 Plate Gdp DOL 1.25 TCDL • 15.0 Lumber DOL 1.25 BCLL 0.0 RepStress Incr NO BCDL 10.0 Code FBC20171 PI2014 CSI. TC 0.68 BC 0.76 WB 0.83 . Matrix -MS DEFL. in (hoc) Well Lld Veht(LL) 0.24 12-14 >999 240 Veit(CT) -OA512-14 >618 180 Horz(CT) 0.13 8 nla Na PLATES MT20 MT20HS Weight, 3231b GRIP 2441190 1871143 FT=20% LUMBER- TOP CHORD 2x4 SP M 31 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-14 0o pudins. SOT CHORD 2x6 SP M 26 BOT CHORD Rigid calling directly applied or 9.5-5 oc bracing. WEBS 2x4 SP No.3 *Except' W5: 2x4 SP M 31, W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Leh: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-&l (min. D4.6). 8=0-8-0 (min. 0-3-8) Max Horz2--137(LC 24) Max Uplifi2�3134(LC 8). 6=2695(LC 9) Max Grev2=10639(LC 1), 8=8423(LC 1) FORCES. (Ib) - Max CompJMax Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 2-9--20009/5831. 3-4=1691115024, 4-5=1270413957, 5&--1271713957, 6­7=1600915060, 7-8=1686116360 BOT CHORD 2-26—Ma117810, 15-2&=522a/17810, lr.27=5228117810, 14-27=5228117810, 14-28=d429115104, 13.28=4429/15104, 12-13= 4429/15104,12-29=4373114299, 29.30=-4373114299,11.30=-0373114299, 11-01=-4670/14969, 31-32=-4670/14969, 10.32=4670114969, 8-10=-4670/14969 WEBS 5.12=-3400/11013, &12=-4332/1609, &11=1501/4334, 7-11=7821403, 7-10=248/697, 4-12=5504/1560, 4.14=1452/5594, 3-14=3114/915, 3.15=72512786 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131Xd°) nails as follows: Top chords connected as follows: 2x4 -1 now at 04-0 Go. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 00. Webs connected as follows: 2x4 -1 new at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except N noted as front IF) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.OpsF BCDL=5.Opsf; h=16fq CaL (1; Exp C End., GCpl=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise Indicated. \//�� - I 6)The FabricaBonTolerance atjoint 5=0% 7) This truss has been designed for a 10.0 psf bottom chord live load noncencurtent with any other live loads.__L 2=313M1,\\\ \\_a �jj,8 - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)olnt(s) except at -lb) i �`GEN N 8=2695. �<1-�% Continued on page 2 tORIDP. 11+k/��� NOTES- 9) Hanger(s) or other connection devloe(s) shall be provided suffiderd to support concentrated load(s)1748 lb down and 515lb up at 2-3-4,17481b down and 600 ib up at 4-34. 1980 lb down and 622. Ib up at fi t4, 1980lb down and 506 lb up at 834, 1980lb down and 612 lb up at 1034,1934Ib down and 669 lb up at 1234, 1936lb down and 671 lb up at 14,34, and 1928 b down and 670 lb up at 16L34, and 1440lb down and 562lb up at 18-3 4 on bottom chard. The design/selection of such connection devioe(s) is the, responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof live (balanced): Lumber Increasa=125, Plate Inaease=1.25 Uniform Loads (plf) Vert 1-5=40, 5-9=70, 20.23=20 Concentrated Loads (Ib) Vert 13=1980(B)16=1748(B) 26=1748(B) 27=1980(B) 28=1980(B) 29-1934(8) 30=1935(B) 31=1928(B) 32=1440(B) i pG 7Rnr"i1 R Job russ russ ype MW-05-Avalon So= AvalorvMedl mmeanV as 1 1 Job Reference o tlonai SouNem Tnna. FL ReFL, 34951 - corm e2zus Oali wienn,`c 9s OG2; 2e:a,ry xkt� -_ `•__,"'<^1 .u.v 2nla ce„a1 ne, ID25Vs944Mnrri2g5MnodCayODrx-9pelua88Db16ryU4inas_Oa-7eLhvrJEiUSCkvTt4 1 US = 3x4=S14= a3x4 = Dead Load Deft = 118 16 4 All LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL • 0.0 SCDL 10.0 SPACING- 2-0A Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC20171rP12014 CSI. TC 0.47 BC 0.62 WB 0.20 Mabix-MS DEFL in Qoc) Vdefl Ud Ve t'4) _0.08 1D-12 >999 240 Vert(CT) -0.20 10-12 >999 180 Horz(CT) 0.05 8 n1a n1a PLATES GRIP MT20 2441190 Weight1181b FT=20% LUMBER- TOP CHORD 2x4 SP No.2 BRACING. TOP CHORD Structural wood sheathing directly applied or 4-1.3 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 94-6 00 bmdng. WEBS 2x4 SP No.3 , OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right 24 SP No.3 REACTIONS. (size) 2=0-8.0 (min. 0.1-8), B=D3-0 (min. 0-1.8) Max Horz2=131(LC 6) Max Uplifl2=341(LC 8). 8=-341(LC 9) Max Grav2=1195(LC 1), 8=1195(LC 1) FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=1736/448, 3d=15281444, 6-7=15281444, 7.8=17381449, 4.5=1288/443, 5.6=-1288/444 BOT CHORD 2-12=39211470, 11-12=146/999,1 D-11=1461999, 8.10=27211470 WEBS 5-10=182/537, 7.1g=-3541272, 5-12=1821537, 3-12=3541271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 740; Vuit=160mph (3-second gust) Vasd=124mph; 7CDL=5.0psF BCDL=5.OpsF h=16ft; CaL 11; Exp C; End., GCp1=0.18; MWFRS (envelope); 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 pat bottom chord live load nonconcurtem with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) except (jt=1b) 2=341. 8=341. LOAD CASE(S) Standard �\GENSF.��� i ❑G 7Anc; 1 A Job truss Innis lype tM Fiy MW-15-Avalon Spec AvahWeditenanean gr B4 HIp 1 1 Job Reference o tlonal .le . 1 VAS M1' IMS, FL. MMI 4x5 = 4x5 = Deed Load DO. -118 H 6.00 12 1 x4C tz44 3 6 NOP2x SrP= NOP2X STP= 1 1x4 II at 23 2 1 7 1 1 8 11 10 9 1. 3x4 = 3x4 = 3x6 = US = 3x4 = 9-0.0 I Sod 0 I rgp,-0 Plate Offsets LX Y) - 120-5-11.04.101 14:D-2.12.0-2-01. (5:0.2-12 0-2-01 17:0-5.11 0-0-101 1120-2-0 0-D-81 114.0-2-0 0-0-81 LOADING(psf) SPACING- 2-0-0 CSL DEFL in (loc) VdefI Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0A6 Vert(LL) -0.23 11.18 >999 240 MT20 2441190 TCOL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.3611-18 >789 180 BCLL 0.0 Rep Stress [nor YES WB 0.19 Horz(CT) 0.05 7 We n/a BCDL • 10.0 Code FBC2017/iP]2014 Matrix -MS Weigh 1151b FT=20% LUMBER - TOP CHORD 2x4 SP II SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP II Right 2x4 SP No.3 REACTIONS. (size) 2--0-8-0 (min. 0-1-8), 7=0-8-0 (min. 0-1-8) Max Horz2-111(LC 6) Max UpIi82=324(LC 8), 7=324(LC 9) Max Grav2=1195(LC 1), 7=1195(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc pudins. BOT CHORD Rigid calling directly applied or 9-2S on bracing. FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 0b) or lass except when shown. TOP CHORD 23=1758/443, 3-4=1445/320, 45=12381319, 5-6=-1445I320, 6-7=1758/443 BOT CHORD 2-11=385/1502, 10.11-154/1238, 9-10=15411238, 7-9-283/1502 WEBS 3-11=3561262, 4-11=16/354, 5-9=161354, 6-9=-W6/263 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VuIt=160mph (3second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opst h=16ft; Cat II; Exp C; Encl., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 nonconcument with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 2=324. 7=324. LOAD CASE(S) Standard 'Z i ��XOENSF.`���i J a PE 76051 A �0 \` N '� NAL ISNG\\\ 4z4 - 3z4 = 4z4 = Dead Load Dell. =3H8In 3x5 = 30 = 3x4 = azo = LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL - 0.0 BCDL 10.0 SPACING- 24)-0 Plate Grip DOL 125 Lumber DOL 1.25 Rep Stress Ina YES Code F13C2017frP12014 CSI. TO 0.63 BC 0.77 WB 0.23 Matrix -MS DEFL in Vert(LL) -0AS Vert(Cr) -0.33 HOR(CT) 0.05 Quo) Well Ud 8-10 >999 240 B-10 >836 180 6 nfa n/a PLATES GRIP MT20 2441190 Weighb1111b FT=20% LUMBER- TOP CHORD 2x4 SP No2 BRACING - TOP CHORD Structural wood sheathing directly applied or 35-2 0o purlins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid calling directly applied or 9-8-3 on bracing. WEBS 2z4 SP No.3 , OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1.8), 6=0-8-0 (min. 0-1-8) Max Horz2=91(LC 6) Max UpIi82=303(LC 8), 6=303(LC 9) Max Gmv2=7195(LC 1), 6=1195(LC 1) FORCES. Qb) - Max. CompJMax Ten. - Ali forces 250 (lb) or less except when shown. TOP CHORD 23=16931374, 3.4=1419/377, 45=1419/377, 55=16931374 BOT CHORD 2-10=280/1406, 9.10=361/1622, 8.9=361/1622, 6-8=224/1406 WEBS 3.10�421410,4-10--3501221,45=350/221,5$=42/41O NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult--160mph (3-second gust) Vesd=124mph; TCDL=S.Opsf, BCDL=S.Opsh h=16R Cat II; Fxp 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) All plates are MMO plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pal bottom chord five load nonconcurrent with any other live loads. 6) Provide mechanical connection (ry others) of truss to beating plate capable of withstanding 100 lb uplift atJoinl(s) except Qt=1b) 2=303, 6=303. LOAD CASE(S) Standard PE 76051 A 'STA"�9� ///1/1�IIwINAI NG?\N Dead Load Deg. =114 In x� 71 .. 5x8 = a- 5 4x8 = 5x5 = 5x5 = 4xa = 6.00 12 3 6 25 26 27 28 NOP2x STP= NOP2X STP= 1 tx411 2 + 1 8 tx411 r$ l� e 1 14 29 13 30 12 11 31 32 10 ` lx4 II 5x8 = 4x4 = 5xe = tx4 II 3X10 = 3x8 = &0-0 54)-0 3-2-0 3-A 15-2-0 7-0-0 18-4-0 234-0 3-2-0 5-0-0 Plate Offsets KY12:0F.3,0-0-141, I3:0-S72,0.2-0q ], [4:U-&a2-12), (6:a2-0,o-2-1ZJ, ('/:o-5-+z,0-2-Oy (8:0-5-0,0.1-8), [++:0.2-8,0.2-0), [+3:0-2-0,o-z-4). [+s:o-z-3,a-0-81. 1+7:0-2: 008 LOADING(psf)F�R PACING- 2-0-0 CSI. DEFL. in Qoc) Wall Ltd PLATES GRIP MT20 244I190 TCLL 20.0Plate Gdp DOL 1.25 TC 0.91 Vert(LL) 11-13 a999 TCDL - 15.0Lumber DOL 1.25 BC 0.61 Vert(CT) 180 -OAS 11-13 >628 180 OAS BCLL 0.0ep StresslnrrNO WB 0.97 Horz(CT) 0.088 Na NaWeight 1281b FT=20% BCDL 10.0Code FBC2017f1PI2014 . Matrix -MS LUMBER- BRACING - TOP CHORD Structural mod sheathing directly applied or 2-0-8 ac purling. TOP CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 7-1-1 oc bracing. SOT 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. (size) 2=0.8-0 (min. 0-1-11). 8=0-8-0 (min. 0-1-11) Max Horz2=106(LC 6) Mau Upfdt2=788(LC 8), 8=788(1-C 9) Max Grev2=2030(LC 1), 8=2030(LC 1) FORCES. Qb) - Max. Comp./Max. Ten. - A8 forces 250 Qb) or less except when shown. TOP CHORD 2.3=3460/1349, 3-25=-011811626, 25-26=-011811626, 4.26=-411811626, 45=-0776/1934, &6=477611934, 6.27=-4118N626, 27-2a=-011all 626, 7.28= 411811626, 7-8=-345011350 BOT CHORD 2-14=1174/2999,14-29=-117113004, 2940=1171/3004,13-30=117113004, 12-13-943/2641,11-12=94312641, 11-31=110413004, 31-32-11D4/d004, IIN32=1104/3004, 5-10=110712999 WEBS 3-13=-53911495, 4-13=245911097, 5-13=10602535, 5-11=10592535, 6-11=2459/1097, 7-11=53911496 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=l24mph; TCDL=S.OpsF, BCDL=S.Opsh h=16tt Cat, 11; Exp C; End., GCp1=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 live load nomoncunent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift st]olnt(s) except Qt-lb) 2=788, 8=788. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 262 lb down and 234 lb up at 5-0-0. _ _ _- 1101b down and 114 lbup at 7-0-12, 1731b down and 155 lbup at 7-54,173 lbdown and 155 lb up at 15.10-12, and l l0 Ib down and T 114 lb up at 16-3-4, and 262lb down and 2341b up at 184-0 an top chord, and 155 lb down at 5-0-0, 501b down at 7-0-12, 412 lb down \ and 169 lb The design/speat lection of such connection device(sand 169 to ) Is the responat sibility, of others. nd 50lb down at 16�d, and 1551b down at 1&3-4 on bottom chord. \�\\\� �/(, 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). \N�Q-� LOAD CASE(S) Standard _ % p F 7onsi AV Continued on page 2 o rasa Imu lype LITY MW-WAvabn Spec AvaWn-Medifenaneengr Be JVIY Raot SpscW Gvder 1 1 I Job Reference (optional) Soud . Tess, FL Pierce, FL, 34851 Run:BM39 Cr 212018PMt8.230sOd212018Milek Induh .tm Men Jan141047:372019 Pape2 ID36Ys94471anrri2g5MnoriCayODmaOgIXrA1V WgpoPDfivUx00O2rNYM9gOJWop2zvTta LOAD CASE(S) Standard 1) Dead * Root Live (balanced} Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert 1-3=70, 3-4=70, 45=70, 5-6-70, 6-7=70, 7-9=70,19-22=20 Concentrated Loads pb) Vert: 3=141(F) 7=141(F)14=-47(F)10=-47(F) 25=70(F) 26=133(F) 27=-133(F) 28=70(F) 29--32(F) 30=-412(F) 31=-412(F) 32--a2(F) i oG �ans� a Joe I was Imss lype Qry MW-05-Avalmspm Avalo Fldedltrt esn-gr C7 Fly Root special 1 1 I Jab Reference (ootiona0 uwv�em „uss, r4YWJfB.rL. aaysl nun: e.Lau s w zi nnu mnc urdu a u Ll lulu m118x umusvres, um man can lc lU:i/:w [u,-rage. ID:25Ys9447kmmi2g5MnoriC,oyODm-2bOFWfGp4PZorGcdoBEkbVFeuR6rgdzGMLUzvTtZ 54< 10-8 8 15{1.12 21 1 544 I 5i-0 I 4104 I 5-1.12 —' 30 = SxB = tx4 II 4x7 = 10 9 B 7 6 2x8 11 3xB = 4x5 = US = 314 = Dead Load Den. - 1141n LOADING(pst) I SPACING- 2-0-0 CSL I DEFL in (loc) Well L/d I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.27 6-7 >915 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vwt(CT) -0.54 6-7 >453 180 BCLL 0.0 Rep Stress Ina YES WB 0.87 Hoa(CT) 0.16 6 nla n/a BCDL - 10.0 Code FBC20171TP12014 Matrix -MS Weight 155 lb FT = 207. LUMBER- BRACING. TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 WEBS 1Row at mldpt 3-9 REACTIONS. (size) 6--Mechanical, 12=Mechanical Max Horz12=247(LC 9) Max Up1iR6=216(LC 9),12=293(LC 4) Max Grav6=921(LC 1). 12=89O(LC 1) FORCES. (Ib) -Max CompJMax Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-2=-4941211, 2-3=494/211, 3d=802f229 BOT CHORD 8-9=57/643, 7-8=57/643, r> 7=144/666 WEBS 1-9=2941822, 2-9=-4141237, 3-9=263/109, b7=451330, 4-6=898/213, 1-12=-892/294 NOTES- 1) Wmd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=16ft; Cat. 11; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconotment vrith 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 100 lb uplift at)oint(s) except at -lb) 6=216, 12=293. LOAD CASE(S) Standard GE B PI= 7A(1.r,1 d 1 ! 'G ; ' STAT+Ak:W O mm I ruse I ype LILY 1AW-0 WM SPU AvalMtMedit¢rren eMpr C2 JVIY RaxS 1 I Job Reference o Bonal 3x4 = 1x4 11 4x8 = Dead Load Den. -1/6 N g 6 7 6 5 2r4 ll 3x6 = = 3x4 = 2x6 II LOADING(pst) TCLL 20.0 TCDL 15.0 BCLL _ 0.0 BCDL 10.0 I SPACING- 2-D-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inv YES Code F13C2017/IP12014 I CSI. TC 0.97 BC 0.52 WB 0.51 Matrix -MS I DEFL in Doc) Udell L/d Ven(LL) -0.11 5-6 >999 240 Vert(CT) -0.23 5-6 >999 180 Horz(CT) 0.01 5 n/a We PLATES GRIP MT20 2441190 Weight 134 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except• TOP CHORD Structural wood sheathing direc0y applied or 6-0-0 oc pudins, except T2: 2x4 SP M 31 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied a 10-0.0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-8 REACTIONS. (size) 9--Mechanical, 5=Mechanical Max Horc9=197(LC 9) Max UprM=-319(LC 4), 5=190(LC 9) Max Grav9=919(LC 1), 5=919(LC 1) FORCES. (lb) - Max. CompdMax Ten. -A0 farces 250 Qb) or less except when shown. TOP CHORD 1-9---8611344,1-2--64ZW, 2-3=-642/227, 3d=9151219, 4-5=8431224 BOT CHORD 7.8=1071706, 6-7=107/706 WEBS 1-8=328/925,2.8=488294, 4-6=961655 NOTES- 1) Wind: ASCE 7.10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=S.Opsh BCDL=5.0psf; h=16r; 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 truss has been designed for a 10.0 psf bottom chord rive load noncencurrerd with my other live loads. 4) Refer to girdeKs) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (tt-lb) 9=319. 6=190. LOAD CASE(S) Standard MI1al/i/i ii ���GENSF����ii % ❑F 7an91 A ion IMM type on Spec Avelw Meditennean$ iTtuss C3 JjJJW-0"v Rod spedol 1 1 Job Reference (optional) o . trees, Mnett& rL.a SM 3x4 = rcun: 4x7 = Dead Load Defl. =1116 in g a 7 6 5 2x4 It axe = — 3x4 = 20 It LOADING(psf) TCLL 20.0 TCDL 16.0 BCLL- 0.0 BCDL 10.0 LUMBER - TOP CLiORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 SPACING- 24)-0 CSI. DEF in poc) Well Lld PLATES GRIP Plate GripDOL 1.25 TC 0.77 Vert LL -0.07 8-9 >999 240 MT20 244/190 Lumber DOL 125 BC 0.52 I Vert(CT) I -0.15 8-9 >999 180 I RepStress Inn YES WB 0.58 Horz 0.01 5 me n1a Code FBC20177iP12014 Mabix-MS Weight 126 Ito FT=20% REACTIONS. (size) 9=101echanical, 5--Mechanical BRACING - TOP CHORD- Structural wood sheathing directly applied or 4-11-7 on pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horzg=147(LC 9) Max UpiiM= 317(LC 4), 5=215(1-C 4) Max Grev9=919(LC 1), 5=919(LC 1) FORCES. i1b)- Max. CompJMax. Ten. - Al) forces 250 (lb) or lass except when shown. TOP CHORD 1-9=-8541346,1-2=.8371294, 2-3=8371294, 3-4=-8911242, 45=-866r239 BOT CHORD 7-8=-1511713, 6.7=1511713 WEBS 1-8=366N039, 2-B= 5861343, 4-6=-154f740 NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3aecond gust) Vasd=124mph; TCDL=5.Opsfl BCDL=S.OpsF h=161q CaL II; Exp Q End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrenlwith 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 1001b uplift at)oint(s) except ()t=lb) 9=317. 5=215. LOAD CASE(S) Standard �N i ! PS M151 A otruss Iruss lype Avalon spec AveiwfMeditehranee�r rA Roof special 1 1 Jab Reference (optional) t Dead Load Der. -1141n 3,4 = ix4 II 3x5 = 3x4 = 1 2 S 4 5 4x4 =. 6.00 12 12 11 10 9 e 7 2x4 II 3x4 = 3x5 — 1x4 II 3Xa = 2x4 II 5.7-7 11.1-1 18-6-8 I 20ae czv I VI. Plate Offsets C16YF [1:0-1-12 D.1.8], [5:0.2-4,0-2-01 [11 •D.1-12 D.1-81 LOADING(psf) SPACING- 2-04? CSI. DEFL. in Qoc) Udeff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.84 Vert(LL) 0.27 8-9 >905 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.46 8-9 >534 180 BCLL 0.0 Rep Stress Ina YES WS 0.47 Horz(CT) 0.02 7 n/a We BCOL- 10.0 Code FBC2017/fP12014 Matrix -MS Wetght11916 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (size) 12-Mechanical, 7=Mechaniwl Max Hoa 12=97(LC 9) Max UpIA12=3114(LC 4), 7=245(LC 4) Max Gmvl2=919(LC 1), 7=919(LC 1) FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-12=921Pd56,1-2=9371327, 23=937I327, 3-4=937/327, 4-5=672/247, 5-6=803Y243, 6-7=9071267 BOT CHORD 10-11=2711937, 9-10=-271/937, 8-9=-2711937 WEBS 1-11=-432H236, 2-11=-64B/288, 4-8=350/143, "8 215/806 Structural wood sheathing directly applied or 434 oc pudins, except end verticals. Rigid ceiling directly applied or 10-M no bracing, Except: 6-0-0oc braclng:11-12. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.OpA h=16fq 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) This truss has been designed for a 10.0 psf bottom chord Eve load nonconwment 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 100lb uplift atjoint(s) except Gt=lb)12=314, 7=245. LOAD CASE(S) Standard 4?i V\GENgF.`��/i PE 70051 A j /AZ, 4CCOR VT%` i-NA1 Nss Iruss lype MW-0 Avalon Spec Avalm'M1leddenane aogr C5 JkM IFIY I Roof special Girder 1 Job Reference (optional) 5 am MaS. tL MeM t .34951 51 •i1„ cow 3x8= :z . 1 13 14 1s 6-141 6-3-7 - -- - 2-0-0 ' Dead Load Defl. -118 in 1x4 11 3x5 = 3x9= 4x5 = 6.00 12. 2 1fl 3 17 4 18 19 20 5 21 22 23 11 24 25 10 26 9 27 28 3x5 tl 4x8= 4x5= IM 11 4x4 < 6 29 8 7 U11 = 246 II LOADING (Pat) SPACING- 2-" CSI. DEFL in Qoc) Odell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ved(LL) 0.10 9-11 >999 240 MT20 244/190 TCDL 15.0 LumbarDOL 1.25 BC 0.46 I Vert(Cn -0.19 9-11 >999 180 BCLL - 0.0 Rep Stress Inv NO WB 0.92 Horz(CT) 0.04 7 We n1a BCDL 10.0 Code FBC2017lfP12014 Matrix -MS Weight: 121 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 `Except' T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 •Except- W2: 2x4 SP No.2 REACTIONS. (size) 12-Mec hanlcai, 7=Mechanical Max Horz 12 47(LC 22) Max Upl'dtl2--765(LC 4), 7=684(LC 4) Max Gmvl2=1997(LC 1), 7=1864(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 43-11 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 641-0 oc bracing. WEBS 1 Row at mldpt 1-12.4-8 ' FORCES. Qb) - Max. Comp.IMa t. Ten. - All forces 250 Ob) cr less except when shown. TOP CHORD 1-12=1836/822, 1-13=2426/931, 13-14=2426/931, 14-15=24261931, 2-15=2A26/931, 2-16=2426/931, 3.16=2426/931, 3-17-2426/931, 4-17=-2426/931, 4-18=-1018/394, 18-19=1018/394,19.20=-1018/394, 5-20=101B1394, 5-6=-1127/408, 6-7=1899/663 BOT CHORD 11-24=1036/2735, 24.25=1036/2735,10-25=103612735, 10.26=103612735, 9-26=-103672735, 9.27=1036M735, 27-28=-103612735, 28-29=1 D3612735, 8-29=-103612735 WEBS 1-11=1059/2760,2-11=904/621,4-11=-361/l54,4.9=01526,43=20061789, 63=627/1739 NOTES- 1) Wind: ASCE MO; Vult-160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.Opst h=16R, Cat ll; Exp C; End., GCp'r-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent vrater pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for buss to truss connections. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) except (it=1b)12=765. 7-684. 6) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated lcad(s)150 lb down and 163 Ib up at 0-9-4. 137 lb down and 168 lb up at 2-94.137 lb down and 168 lb up at 4-94. 137 lb down and 1681b up at 6-9-4. 137 lb dovm and 168 lb up at 8-9-4,137 lb down and 1681b up at 10-94, 1371b down and 168 lb up at 12-94, 137 Ib dawn and 168 lb up at 14-94, and 137lb doom and 168 lb up at 16-94, and 137lb down and 168 lb up at 18-8-8 on top chord, and 991b down at 0-94, 91 lb down at 2-94, 91 lb down at 494, 91 Ib doom at 6-94, 91 Ib doom at 8-94. 91 Ib dorm at 10.94, 91 Ib dawn at 12-94. 91 lbdown at 14-94, and 91 Ib down at T 16-94. and 91 lb down at 18-94 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead t Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Undone Loads (plo Vert 1.5=70, 6-6=70, 7-12=20 Continued on page 2 �-O ` -b1Ants' %�� �: �NG?\\\� 0 rUSa TrUn TYPO W 4 &AvaIM Spec AvalortMeEitenena amSr C5 I Pxd S Uudv t Jab Reference (optional) JOeNPIrI Inns, tL PIgOB, FL. 34951 N :U. a WLl'LUIe YM[a<JUSIMIn"In MIeFIMa3ala9�InF mM.lan l9lVFr:il cV1C r ID.25Ys9447kmmi2g5MnorlCoyODmSA30MrEXZk6mm&gVmsM6 ,.XE gGJVNOypzv W LOAD CASE(5) Standard Conoentrated Loads Qb) Verb 3=137(F) 5=137(F) 8- 64(F)13=150(F1 14=137(F)15=137(F)16=137(F)17=137(F)18=137(F)1 9=137(F) 20=137(F) 21=68(F) 22=64(F) 23=64(F) 24-64(F) 25=64(F) 26=54(F) 27=-64(F) 28=-64(F) 29-5 F) M IBA/z i D= 7anrl & V O m85 Iruss lype y MW-05-Avalon Spec Avalon-Memtertane an•9r CM lxa9onal Wp Ghdrl 2 Job Reference o llonel eaMem Tn=, FL Pierce, FL.34951 Ruw ue . ua `snu ca.wuava zh aneimhex irquamea, me mon aen ha rcnrx <cia raga, ID:25ys9447Wnot 12g5Mnor YdDrx-wMdI EM6uA5cVSikl4vlg548N7iPyaEZUGzvTfV -2-9-15 4-1-7 _ ' 2-9.15 I _ 4-1-7 _ kl, fl LOADING(psf) SPACING- 24)-0 CSI. DEFL In Coo) Udall Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.07 4.11 >707 240 MT20 2441190 TCOL 16.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.07 4-11 >689 180 SCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(CT) -0.01 2 n1a n1a _ BCDL 10.0 Code FBC2017f1P12014 Matrix -MP Weight: 22 lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc puriins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 1040-0 ae bracing. OTHERS 2x4 SP No.2 `Except 02; 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-3-8 (min. 0.1-8), 4=Mechardwi Max Horz2=147(LC 4) Max Upli83-- 45(LC 8), 2=-280(LC 4), 4-=-62(LC 17) Max Grav3=77(LC 31), 2=335(LC 31), 4=79(LC 20) FORCES. (Ib)- Max. CompJMax Ten. -All forces 250 Cb) or less exceptwhen shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This buss has been designed for a 10.0 pal bottom chord live load noncancunent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 3,4 except Ct=1b) 2=280. 5) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s)101 lb down and 141 lb up at 1-6-1. and 101 lb dovm and 141 lb up at 1.1.1 on top chord, and 33lb down and 93 lb up at 1-6-1. and 33 lb down and 93 lb up at 1.6.1 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) sermon, loads applied to the face of the Was are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=70, 4.9=20 Concentrated Loads (lb) Vert 12=119(F.=60, B=60)13=103(F=51, B=51) met i PE 76051 A JOD IMSS Imss lype Avalon Spec AvalomMedirerranearrer CJ3C jQty JFJY Dlegonal Hip Girder 4 1 Job Reference (optional) somaem Truss, K Plana, FL. U951 I l%tl= 1X411 Plate Offsets (x.Y)— (7:C-23.0-0-81 LOADING(psf) SPACING- 2-0.0 CSI. DEFL in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.75 Vert(LL) -0.03 5 >881 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 027 Vert(CT) -0.07 5 >388 180 BCLL 0.0 Rep Stress lncr NO w8 0.G9 Horz(07) -0.OD 2 nfa nfa SCDL' 10.0 Code FBC2017lrP12014 Matrix -MP Weight 23 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'TOP CHORD Structural wood sheathing directly applied or 4-1-7 cc pur6ns. BOT CHORD 2M SP No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 1-1G-10 except QHengm) 4=Mechanical. Qb)- Max Horz2=147(LC 4) Max Uplift Ali uplift 100 to or less at)olnt(a) 4 except 2=365(LC 4), 6=205(LC 17) Max Gmv All reactions 2501b or less at)oint(s) 4 except 2=412(LC 1), 6=316(LC 20), 2=412(LC 1) FORCES. Qb) - Mm CompJMax. Ten. -All forces 250 Qb) or less except when shown. 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., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live leads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of vnthstanding 100 lb upfiR at joint(s) 4 except at --lb) 2=365, 6=205, 2=365. 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 1-5.15, and 101 lb down and 141 lb up at 1.6-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the suss am 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 14--70, 6-11=20 Concentrated Loads (lb) Vert 3=119(F=60, 8=60) PE 76051 A i ry-o ` •srnrt-��-;� Job Iruss Iruss MW-0SAvelon Spec A-Ior lediteeeneanV CAS DIAGONAL HIP GIRDER 4 1 Jab Reference (optional) „use, rL Hate, rh Mawr I 6-11.6 6-11-6 Plate Offsets DCY4- 15:0-2-3 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.29 Vert(LL) -0.19 4.11 >433 240 MT20 244/190 TCDL 15.9 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.22 4-11 >374 160 BCLL 0.0 Rep Stress [nor NO WB 0.00 H=(CT) 0.02 2 n1a n/a BCDL 10.0 Code FBC2017riP12014 Matrix -MP Weight 31 lb FT= 20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 OTHERS 2x4 SP No.2 •Except• 02: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-10.15 (min. G-1.8), 4=Mechanical Max Hors2=197(LC 4) Max Up11R3=119(LC 8), 2=281(LC 4) Max Gmv3=183(LC 31), 2=454(LC 31), 4=108(LC 22) FORCES. Ob) - Max CompJMax Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling diree0y applied or 1D-0-0 on bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.OpA h=16ft Cat 11; Exp C; Encl., GCpt=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 nonooncumentwith any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atJolnt(s) except at --lb) 3=119, 2=281. 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 1-6.1, 101111 down and 141 Ib up at 1-6-1, and 111 lb down and 48 lb up at 4 4-0. and I I I lb down and 48 lb up at 44-0 on top chord, and 33 lb down and 93lb up at 1-6.1. 33 lb down and 93 Ib up at 1-0.1, and 26 lb dovm and 5lb up at 44-0. and 26 lb down and 5 lb up at 4A-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 IF) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (NQ Vert 13=70, 4-9=20 Concentrated Loads Qb) Vert 12=119(F=80, 8=60)14=103(F=51, 8=51) / \\ E 1 -00 ` ', IAFG4BF q'i'7 o Nss I rasa I ype Ply MW-0 Avalw Spec AvalorMtedaetanearvgr C142 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) aoewlenl Trlas, FL Pierce, FL.. 34951 - , ' ID:25ys94471anm12g5MnoriCoyODm4Y-KCLH2dxhglegBAaFRWOW3Biwi5i YS05bzvTis -2-9-15 5-9-15 2-9-15 5.945 3 LOADING(PSI) SPACING- 2-041 CSI. DEFL in Qoc) Well LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.14 4-11 >483 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(Cn -0.15 4-11 >464 180 BCLL- 0.0 Rep Stress Ina NO WB 0.00 Hoa(CT) 0.02 2 Na Ora BCOL 10.0 Code FBC20171rP12014 Matrix -MP Weight: 27 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 59-15 co purists. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2u4 SP No.2 *Except' , 02: 2x4 SP No.3 REACTIONS. (size) 3--Mechanical, 2=0-10-15 (min. 0.1.8), 4=Mechanlcal Mau Horz2=177(LC 4) Max Uplift3=93(LC 8). 2=277(LC 4), 4= 11(LC 17) Max Grav3=159(LC 31), 2=408(LC 31), 4=119(LC 20) FORCES. Ob) -Max. CompJMax. Ten. -AII forces 250 Qb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=5.Opsh, BCDL=5.Opsf, h=160; Cat II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 pal bottom chord live load nonconwnent with any other live loads. 3) Refer to guder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift atjoint(s) 3,4 except Qt=1b) 2=277. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)101 ib down and 141 lb up at 1-6-1, 101 lb down and 141 lb up at 1-6-1, and 111 lb down and 48 lb up at 44-0, and 111 lb down and 48lb up at 44-0 on top chord, and 33 lb doom and 93 lb up at 1.6-1, 33lb down and 93 lb up at 1-6-1, and 28lb down and 6lb up at 4-4-0, and 26 lb down and 5lb up at 4-4-0 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bark (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 13=70, 4-0=20 Concentrated Loads (lb) Vert:12=119(F=6O, B=60)14=1D3(F=51, B=51) \GENg�`: J � PE 76051 A Job I NSe Imss lype MW- Avalmr Sp. A"hl Ma " tlaertanearvgr Dt I monapitch1 Job Reference(optionaTI Soulhem Tema, Ft Plen FL, 31951 U, 9x4 II 2x6 II ,. annMT 6 MOHS= U4 = tx4 II 3x4 = 7-9-3 153$ 1,6-Pp T-B3 Dead Load Deft. -1116 N Plate Offsets DC Y1— 17.0-3-0 0-0-41 I8.03.8 0.0.01 f9.0.1-12 0.131 rl l:0-2-3 0-0.81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.09 10-15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.17 9-10 >999 100 MT20HS 1871143 BCLL 0.0 Rep Stress lnrr YES WB 0.31 Herz(CT) -0.03 7 nfa Na BCDL- 10.0 Code FBC20177fP12014 Mabb(-MS Weight 94 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No2 *Except* B2: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (size) 7=Mechanical, 2=0-&O (min. D-13) Max H=2--438(LC 8) Max Uplitt7=337(LC 8), 2=200(!-C 8) Max Gmv7=704(LC 1), 2=867(LC 1) FORCES. (lb) - Max. CompAvlax. Ten. - An forces 250 Qb) or less except when shown. TOP CHORD 23=-10021113 BOT CHORD 2-10=-389/799, 9-10=3891799, 8-9=1551452 WEBS 3-10=01344,3-9=-810/391 Structural wood sheathing directly applied or 4-11-2 cc pudins, except and veNcais. Rigid ceiling directly applied or 9-0.15 cc bracing. 1 Row at mldpt 3-9 NOTES- 1) Wind: ASCE 7.10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.OpsF, h=16tC Cat ll; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.66 plate gdp DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord five load nonconanent with any other live loads. 4) Referto girders) for truss to buss connections. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at)oint(s) except Qt=lb) 7=337, 2=200. LOAD CASE(S) Standard GME g i PG 7RnS1 A ` �qy-I�<u� O nls9 Iruss lype MW-WAvdan Spec Avalonldediterten eamgr M ILTEY JPIY I MawpltM 2 Job Reference optional) 2x4 II7 Dead Load Deg. =5116In 6.0012 3x4 G 6 3x5 G 3A l 5 4 NOM STP= W 9 d = �314 = 4 2 1 10 1 II 4 w U411 48 11 11 1 14 tS 4x4= 1x411 1x4 11 3w II tx4 11 ax4 = 1x4 II 141-6 z-6-o 13d-0 15-3-6 1 -o- ' 14L6 11-1 S-a-D I 5a-0 I 1-tt43 Plate offsets MY)— [9 0-5.8 0-2-0) 112:0-4-0 0-a8( 113 Oso 0.0 4t 116.0.2.3O-o-BI LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ven(LL) 0.40 11-12 >473 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.5611-12 >342 180 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.47 Hors(CT) 0.18 8 n/a We BCDL- 10.0 Code FBC2017/rP12014 Mahix•MS Weight112lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 no pudins, except BOT CHORD 2x4 SP No.2 •ExceW end verticals. B2: 2x4'SP M 31, B4,F2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9.74 oc bracing. Except WEBS 2x4 SP No.3 64).0 oc bracing: 9-10 OTHERS 2x4 SP No.3 REACTIONS. (size) 8=10echanical, 2=0-8-0 (min. 0-1.8) Max Hoa2--438(LC 8) Max Uplifl8=.337(LC 8), 2=200(LC 8) Max GmvB=704(LC 1), 2=867(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - A0 forces 250 (Ib) or less except when shaven. TOP CHORD 2-3=685/0, 3-4=1220f261, 4-5=-476142, 54=455/63 BOT CHORD 2-14=-3151522, 13-14=-315/522, 12-13=2061380, 3.12=-1921515, 11-12--511/1047, 6-9=1801514, 8-9=-1661337 WEBS 4-11=01262, 9-11=52711047, 4-9=7711373, 6.8=-6851338, 3.14=5491310 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Veld=124mph; TCDL=5.OpsF, BCDL=S.Opsf; h=160; Cal. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconwrrent VVM any other live loads. 5)ProvideRefer to m chanicalrconnectioonn ssconnections. ftr (by others) of truss to bearing plate capable of vdthstanding 100 lb uplift atJoint(s) except Gt--lb) 8=337, 2=200. LOAD CASE(S) Standard \\�\\N1 IBA ��/��/i Pr- 79171151 A r `-01` -S IAKOWF j rues I russ I ypa M valonepea AW.-Me3dwransangr D3 jQty IFty Manopltdr 1 1 Job Reference (option rvsa, Ft. Pierce, FL, 34951 Run: e.230 a 0ct212919 P 3330 S Oc "-16 Rex Industdes, Inc Mon Jan 14 m:47A72079 Pepe 1 10:25Ys944.19lli2g5MnorlCoyODrx-HKftfd1119ax0?y_eH7Hv07c8mMfUlhN&TzvTtO -2-0-0 2-e-0 Bh0 13d0 i6-0-0 2-0-0 I 28-0 I 51-0 i 54-0 2-8-0 4 3 1x, 2x4 II 6.00 R-2 7 3x4 _ 3x5 II 11M II 1x4 II 143a 24f-0, 8-0-0 13-0-0 15-3-8 1,8-0-0 1-9-6 11-1 Sd41 1 sa.n 1 1-11A�iJl Dead Load Dell. - 5116 in Plate Offsets MY)-110:0-6-4.0.2-0L 113:0-4.0.0.0-81 114.0-240-0.47 (16.0-2.30-0-e1 LOADING(psl) SPACING- 2)-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.80 Vert(LL) 0.39 12-13 >468 240 MT20 244M 90 TCOL 15.0 Lumber DOL 125 BC 0.76 Vert(CT) -0.5412-13 >339 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.40 Horz(CT) 0.16 8 We Wa BCDL• 10.0 Code FBC2017FrP12014 Matrix -MS Weight1111b FT-20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP No2 •Except• B2: 2x4 SP M 31, 84,F2: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 8=0-8-0 (min. 0-1-8), 2=041-0 (min. 0-1-8), 9=G-8-0 (min. 0-1-8) Max Horz2--438(LC 8) Max UpIi88=-116(LC 8), 2=190(LC 8), 9=231(LC 8) Max Gmv8=153(LC 1), 2=642(LC 1), 9=577(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-656/O, 3-0=1146231, 4-5=-036f33, 54-- 415154 BOT CHORD 2-iS=-306/500, 14-15= 308/500,13.14=-199/364, 3-13=1741469, 12-13=-483/979, 6.10s1211358, 9-10�152289, 8-9=-153291 WEBS 10-12�SOW993, 4-10=706/338, 6-8-348286, 3-15=527/301 Structural wood sheathing directly applied or 2-9.12 cc puriins, except end veNcals. Rigid ceiling directly applied or 9.10.8 oc bracing. Except 6-0-0 no bracing: 10-11 NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf, h=160; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates ale MT20 plates unless othenNse indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uprdt atjoinl(s) except Ot=Ib) 8=116. 2=190, 9=231. LOAD CASE(S) Standard \\\\\1� IBC////���////// i J PE 76051 A 1,01 'S MWIL F , --� I ORIV /V/�S��NIENG NSS N3a yp0 MW-05Avalon Spat Avalon-Medilaeenealfgr D4 Monopltch 1 1 JobRe(erance(o090ne0_ .-_,__..___—..�.-- —o .T I1x 3x4 G30= 2x411 Dead Lead Der. =5116 in 6.00 12 a 7 6 3x4= 3x511 ._"• 1x4 II LOADING(pst) SPACING- 2-0-0 CSI. DEFL in Qoc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.80 Ven(LL) 0.311 13-14 >475 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Ven(CT) -0.64 I 13.14 >339 180 MT20HS I 187/143 BCLL, 0.0 Rep Stress Ina YES WB 0.48 Hoa(CT) 0.17 9 nla n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight:1101b FT = 20% LUMBER- BRACING. TOP C(iORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-12 cc pudins, except BOT CHORD 2x4 SP No2 •ExcepC end veNrals. B2: 2x4 SP M 31, B4,F2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. Except ' WEBS 2x4 SP No.3 6-M oc bracing:11-12 OTHERS 2x4 SP No.3 REACTIONS. (size) 9=0-8.0 (min. 0-1-8).2--0-8-0 (min. 0-1-8). 10=0-8-0 (min. 0.1-8) Max Horz2=392(LC 8) Max Upli tg=90(LC 4), 2=210(LC 8t 10=239(LC 8) Max Gravg=138(LC 1), 2=841(LC 1), .10=592(LC 1) FORCES. Qb) - Max. CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-655/0, 3-4=-11431269, 4-5-380143, 5-6=359164 BOT CHORD 2-16=296/499. 15.16=29&499, 14-15=-194/363.3-14=17214M 13-14=4721977, 6-11=102I323 WEBS 4-13=01279, 11-13=460/907, 4-11=7891380, 6-9=5191249„3-16=5261287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=160mph (3second gust) Vasd=124mph; TCDL=5.Dpst BCDL=5.Bpst; h=16ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pelf bottom chord live load nonammnent with arty other rive loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) 9 except at --lb) 2=210, 10=239. LOAD CASE(S) Standard 7 � 7 o1=7anF� a : 1 3x4 = 3,4 = 2x4 11 i 1x Dead Load Dell. - 5116 in 192 LOADING(pst) SPACING- 240-0 CSI. DEFL. in (loo) Udell Lld 240 PLATES MT20 GRIP 2441190 TCLL 20.0 Plate Grip DOL 125 TC 0.85 0.76 Vert(LL) Vert(CT) 0.37 12-13 -0.54 12-13 >486 >338 180 MT20HS I 187/143 TCOL 15.0 BCLL 0.0 Lumber DOL Rep Stress lncr 1.25 YES BC WB 0.47 Hort(CT) 0.17 a nla Na Weight 1061b FT=20% BCDL' 10.0 Code F8C20177TPI2014 MatroaMS LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No.2 •FxcePP 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=0-0 (min. G-"), 2=0-8-0 (min. 0-1-8), 9=048-0 (min. 0-1-8) Max Horz2=342(LC 8) Max Uplift8=126(LC 4), 2=225(LC 6). 9=224(LC 8) Max Grev8=145(LC 18), 2=840(LC 1), 9=616(LC 1) FORCES. (ib)-Max ComplMax. Too. -All forces 250(lb) or less exceptwhen shown. TOP CHORD 2-0=-655127, 3-0=1137/290, 45=383187, 5,6=2581101 BOT CHORD 2-15=28215DO,14-15=2621500, 13.14=1851363, &13=1551459,12-13=-0401969, 6.10=9813D8, 9-10=-991260, 8-9=1D0261 WEBS 4-12=01283,10.12--4291888, 4-10=7711367, 6-8=505I195, 3-15=527289 Structural wood sheathing directly applied or2-2-0 oc pudins, except end verticals. Rigid ceiling directly sppried or 10-0-0 oc bracing. Except 64)-0 oc bracing: 10.11 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsh BCDL=5.Dpsh h=1614 Cat It; Exp C; End., GCPI=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherMse indicated. 5) This loos has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joints) except ()t=ib) 8=126. 2=225, 9=224. LOAD CASE(S) Standard ,; PE M51 AN 1V40 n J00 N5a NSS ype y MW-M-Avalon Spec AvWnn-Meddananean-gr OS Mwopihh 1 1 Job Reference o tlonal GOW Inns, K Plef FL. Wa51 - 2-0.0 - -- 2-" - _ _ 1 5-0-0 2-" 34-0 30 = 1.9-6 2-&0 a" 13-0-0 15.3-8 16-0-0 Dead Load Dell. - 6/16In h Plate Offsets MY)-fli:& 0.2.81 IB•0.1-120.1-81 f10'0.7-00-2-01 fl3.04-00-0-81114D.2-00-0-41 f16:0.2-30-0-81 LOADING(psf) SPACING- 240-0 CSI. DEFL in (hoc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Ven(LL) 0.36 12-13 >502 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.551243 >333 180 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.43 Hcrz(CT) 0.18 8 n1a n/a BCDt 10.0 Code FBC2017ITP12014 Matrix -MS Weight102lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT GHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 31. B4,F2: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP N0.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 8=03-0 (min. 0-1.8), 2=D-8-0 (min. 0-1-8). 9=0•&0 (min. 0-1-8) Max Horz2=292(LC 8) Max Uplift8=190(LC 6), 2=229(LC 6), 9=289(LC 8) Max GmvB=88(LC 8), 2=832(LC 1), 9=796(LC 1) FORCES. 0b)- Max. Comp.IMax. Ten. -AO forces 250 6b) or less except when shown. TOP CHORD 23=-650154, 34=1104/275, 4-5-380f125, 5-6-279/l08 BOT CHORD 2-15=2591498, 14.15=259/498,13-14=1681360, 3-13=112/428, 12-13=-3731936, 9-10=109/292, 8-9=1101294 WEBS 4-12=0/298,10-12=-336I197, 4-10=712/335, 6-"- 93I180, 3.15=524f271 NOTES- 1) Unbalanced roof live loads have been considered for this design Structural wood sheathing directly applied or 2-2.0 oc pudins, except end verticals. Rigid calling directly applied or ID-D-0 oc bracing. Except'. 6-0-0 oc bracing: 10-11 2) Wind: ASCE 7.10; Vult--160mph (3second gust) Vesd=124mph; TCDL-5.Opsf; BCDL=5.0psh, h=16ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 ' 3) Provide adequate drainage to preventwater ponding. 4) All plates ere MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrentwith any other We loads. 6) Provide mechanical connecgon (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Ot--Ib) 8=190, 2-229, 9=289. LOAD CASE(S) Standard i \\\ow MI,11, �i V\GEN&�..`��/i i / oG 7haftgi a : 610MAA Job truss iruss lypo Fly MWI-05AvalonSpec AvalorWeNterreneg e9r D7 JVW I Momgtch 1 1 Job Reference o tionao 9cuNem Tnaa. FL Ple FL. 34951 axe = 3x4= 2M It ' -&6 1241-0 B00 13-0-0 1538 i6-0-Q 1-&6. lo-t t-1ol 54-0 1 64-0 l At•e t68�-8-8 Dead Load Deft = 5116 in Plate Offsets (X,Y) - t3:03.12.0-1-81 [4:0-5-0.G-2-0], f7:0-1-12.0-1-M, 19:0-6.4 0-2-41. M2:04-0.040-81,113:0-2.4.9.0-41 f15:D-2-3 0-"l LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert4) 0.36 11-12 >502 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.5711-12 >318 180 MT20HS 1871143 BCLL 0.0 Rep Stress In" YES WB 0.33 Horz(CT) 0.18 7 n/a nla BCDI: 10.0 Code FBC2017frP12014 Matrix -MS Weight 97 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT GHORD 2x4 SP No.2 *Except' BOT CHORD B2: 2x4 SP M 31, B4,F2:2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 7=0-8-0 (min. 0-1-8), 2=D-8-0 (min. 0-1-8). 8=041-0 (min. 0-1-8) Max Horz2=242(LC 8) Max Upli87=131(LC 4), 2=231(LC 8), 8=-212(LC 8) Max Gmv7=125(LC 18), 2=836(LC 1), 8=698(LC 1) FORCES. Qb) - Max CompJMax. Ten. - Ali forces 250 Qb) or less except when shown. TOP CHORD 23=66g/S2, 3-4=10851262, 45=-540/202 BOT CHORD 2.14=-240/510, 13-14--2401510,12-13=1531'365, 3.12-118/393, 11-12-285/912, 8-9v1861510, 7-8=1861511 WEBS 4-11=01286, 9-11=-285/863, 4.9=-418/191, 5-7=7141256, 3.14=5341258 Structural wood sheathing directly applied, except end verticals. Rigid calling directly applied or 104141 oc bracing. Except 6-0-0 oc bracing: 9-10 NOTES- 1) Unbalanced reof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vint-160mph (3second gust) Vasd=124mph; TCOL=S.Dpsf•, BCDL=5.Opsf; h=16ft Cat 11; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live lead nonconcutrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at)oint(s) except Qt=1b) 7=131, 2=231, a=M. LOAD CASE(S) Standard % Dt= 7anS1 R : • �v �-atr�rr-xm- ��� . ZORIV S �NA i 1 NG d� Job InAis truss lype MW-OSAwalon spec AvalmMJedteeaneaegr 138 Hall Hip Ghlw 1 1 Job Reference o tlon SGUMM Trues, FL FWM FL, U951 4x7 = axe = Run: 1z4 II 3M = 2x4 II LOADING(psI) SPACING- 2-0-0 CSL DEFL in (loc) Odell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.47 Ved(LL) 0.04 11-16 >999 240 MT20 244119D TCDL 15.0 Lumber DOL 1.25 BC 0.40 Ved(Cn -0.07 11-16 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.28 Hou(CT) -0.01 2 We We BCD[ 10.0 Code FBC20171TPI2014 Matrix -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 puriins, except BOT CHORD 20 SP No.2'Except• end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: WEBS 2x4 SP No.3 6-M oc bracing: 7-8. ' OTHERS 2x4 SP N0.3 REACTIONS. (size) 7=0.8-0 (min. 0-1-8), 2=0-8-0 (min. 0-1-8). 8=0-8-0 (min. 0.1.8) Max Hom2=192(LC 8) Max Upl]W7 104(1.43 1), 2=229(1-C 8), ll 348(LC 5) Max Grav7=87(1-C 4), 2=759(LC 1), 8=782(LC 32) FORCES. lib) -Max ComnJMax Ten.- All fortes 250 (ib) or less except when shown. BOT CHORD 2-11-249/681,10-11-2471691, 5-8-7011350 WEBS 4-10=2951212, 5-10=-283T733 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf, h=16f ; CaL 11; Exp C; End., GCpk0.18; 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 live load nonconmrrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=1b) 7=104. 2=229. 8=348. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)107 lb dawn and 42 Ib up at 6-0-0, 114 lb down and 42 lb up at 8-0-12. 114 lb down and 42 lb up at 10-0-12, 114 lb down and 42 lb up at 12-0-12, and 114 lb down and 42 lb up at 14-0.12, and 92 lb down and 19 lb up at 15-10-4 on top chord. The design/selection of such connection devfce(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 13=70, 3-6=70, 9-14=20, 741 -20 Concentrated Loads (lb) Vert: 3=42(B)6=17(B);17=42(B)18=42(B)19=42(B)20=42(B) Z ORIO?.G`� S10NA1 EN \\HiM \\\(1 otruss I ass type MW-0 Avalon Spec Avator,VediteereneanV D9 MONOPITCH GIRDER t 2 Job Reference o tional 50MM TNse, R Pierce, FL, 34951 nun:..'vu a uckn pure rnnc o.<au a mac, �� a,o eu, ID:25ys944?kmmi2g5MnariCoyODrx-EIZ4N3kQhYttikeGOJFOsH81sBSrt313a0eN7rvTlK 533 INN 155-12 I66-0 533 5U5 1.2.4 f 2x4 II I WIx 1 r 12 ono -a k Dead Load Dell. = Iris in Plate Offsets (X.Y1- r4.0-1 1z 0-1.8t (5.0-1 1 z 0-1-8t r7.0-3.0 04-4t 1e'0-7-8 0.2-Bt if0:0-0-4 0-2-41 r1 r0.2-0 0-4-BI - LOADING(psp SPACING- 2-0-0 CSI. in Ooc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.290.09 11-12 >999 240 MT20 244I190 TCDL 15.0 Lumber DOL 1.25 BC 0.49-0.1511-12 FVe >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.560.02 10 We n/a BCDL 10.0 Code FBC2017ITP12014 Matmc-MS Weight27111a F17=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x6 SP No2 'Except' B1: 2x6 SP M 26 BOT CHORD WEBS 2x4 SP N0.3 REACTIONS. (size) 1=0-8-0 (min. 0.1.8), 10=04-0 (min. 0.2-9) Max Horz1=409(LC 8) Max Uplifti=727(LC 8), 10=2499(LC 8) Max Gmv1=2322(LC 1), 10=6166(LC 1) FORCES. Ob) -Max. CompJMax. Ten. - All forces 250 Ob) a less exceptwhen shown. TOP CHORD 1-2=-4824/1533, 2-3=-28971843, 3-4=27561855, 4-5=2601420 BOT CHORD 1-12=1695/4236,12-16=-1695/4236, 16-17=1695/4236,11-17=1695/4236, 8.10=481112068, 5-8=1696I842 WEBS 2-12=-515/1496,2.11=19431822,4-11=-1025/2950,4.8=-3418(1338,5-7=-577/1132, 8-11=1035/2628 Structural woad sheathing directly applied or 5.6.13 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: S-" oc bracing: 7-8. 6-0-0 oc bracing: 8-10 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131oX3' nals as follows: Top chords connected as follows: 2x4 -1 now 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 now at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front IF) or back (8) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vutt=160mph (3second gust) Vas&=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=1W Cal. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Al plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord rive load noneoncurtent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)omt(s) except Ot=1b)1=727, 10--2499. 7) Hanger(s) or other connection device(s) shall be provided suffident to support concentrated load(s)1977 to dawn and 785 to up at 7-0-12, 899110doom and 3341b up at 9.0.12, 8991b down and 3371b up at 11-0-12, 8991b down and 339 Ib up at 13-0-12, end 870 Ib down and 3131b up at 15-1-0, and 1461 Ib down and 689Ib up at 1644 on bottom chord. The designlselection of such connection devIce(s) is the responsibilhy of others. - i Pr— 7RUM A LOAD CASE(S) Standard 1) Dead +Roof Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pip Vert 1-0=70, 11)43=20, 9-10=20, 7-8=-20 Concentrated Wads Ob) Vert 7=1461(8)10=870(F)16=1977(F)17=-899(F)18=899(17)19=899(F) Jon Imes type MW-0SAval°n Spec AvalonVeditenaneangr D70 Hatt Hip Girder 1 2 Jab Reference o 'onal s°umem TN9s. FL MOM, Ft— M951 Dead Lead Dell. =1/81n US= ix4 II 4x10= 2x4 It v 3 4 5 16 19 ° MS= LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 CS1. Plate Grip DOL 1.25 TC 0.44 Lumber DOL 1.25 BC 0.86 Rep Suess Ina NO WS 0.94 Code FBC2017/rP12014 Matrix -MS DEFL in Qoc) Well Lid Vart(LL) 0.11 10-11 >999 240 Vert(CT)-02010.11 >984 180 Hoa(CT) 0.04 7 Na ruts PLATES GRIP MT20 2441190 MT20HS 1871143 Weight 200 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direcdy applied or 4-1-7 oc pudins, except BOT CHORD 2x6 SP M 26 •Except end verticals. B2:2x6 SP No.2 SOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 ' OTHERS 2x4 SP No.3 REACTIONS. (sae) 7=Mechanical, 2=0.8-0 (min. 0.14) Max Hom2=161(.0 21) Max Uplift7=1509(LC 5), 2=1149(LC 8) Max Gmv7=5014(LC 1), 2=3564(LC 1) FORCES. Qb) - Max. Comp.Mlax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-17=-677lr2219, 3-17=665512236, 3-0=-802612597, 4-5=-8026/2597 BOT CHORD 2-20=2021/5974,11-20=202115974, 11-21=2052/6061,10.21=.205216061, 10-22=187616144, 9-22=187616144.9-23=-187616144, 8-23=187616144, 8-24=187616144, 24-25=1876/6144, 25.26=187616144, 28.27=1876/6144, 7-27=1876/13W WEBS 3-11=-Uoll500, 3-10=70812333, 5-10=86712260, 5-8=-09112376, 5.7=7236f2206 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'a') nails as follows: ' Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.6-0 oc, Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) Ali loads are considered equally applied to all plies, except If noted as front IF) or back (13) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as IF) or (B), unless otherwse Indicated. 3) Wind: ASCE 7.10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsh BCDL=S.Opsf; h=1611; CaL II; Exp C; Encl., GCpl=O.l8; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are M1720 plates unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other five loads. 7) Refer to girder(s) for truss to buss connections. 8) Provide mechanical connection (by others) of buss to beating plate capable of withstanding 100 lb uplift atJoint(s) except rib) 7=1509, 2=1149. 9) Hanger(s) or other connection device(s) shall be provided suffidentto support concentrated load(s)13 lb down and 1316 up at 434. and 10816 down and 127 ib up at 12-8.12, and 86 lb down and 106 lb up at 14-8-12 on top chord, and 805lb doom and 339 lb up at 43d, 184416 down and 704lb up at 7.0-12, 899 lb down and 265lb up at 9-0.12, 899 lb down and 2351b up at 11.0-12, 5451b dovm end 157 \\\ �.\ M • BL� r� lb up at 12-8.12, 899 lb down and 210 Ito up at 13-0.12, and 47 lb down at 14-8-12. and 901 Ito down and 236lb up at 15-0.12 on boacmNN chord. The designlseledion of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 13 PE 70051 A �. Continued on page 2 i //1I 1 11111� Job NSa Ne9 Ypa M -0SAvalon pee Avalao-Medttenaneengr 010 Half Hip Gads 1 2 Joh Reference o Oon SeNM1ern Tn . Irsm, L, 1 Rw: 92a0a 0c12120fa Rint 6330a0G 212018 in Maalan 1410B-LKAS TI ID:25Ys94471aemi295MnodCoy0DdaagMJSQ0hVIQtPK00wCrvYocP0fi6heLKAISeCv2zvTL LOAD CASE(S) Standard 1).Dead+Roof Live (balanced): Lumber Increase=1.25, Piale Increase=125 Uniform Loads (pe) VerL'1.3=70, 3-6=70, 7-14=20 Concentrated Loads (lb) Vert 18=100(F)19=61(F) 20=-8g5(F) 21=1844(B) 22---899(B) 23=-899(B) 24=-545(F) 25-899(B) 26=28(F) 27=901(B) V II`G i f PE 7 051 Aa _* t L J� 1 'S'TA _a y, 9�01VAl1�G���� Job Twss 1russ type MWO& valon Spec Avalon+Aeddemneangr DIl Roof6peclal Grader 1 1 / Job Reference (ooTonall Seathem TNna, �tT'ie1Ce,FL.34951 Ran:eiiee S944?km i2g5Mn3ne OR Dm-2s MllaXIMUWMoJG2xGy iia,b6 Mon Jan 1410A7S5201e Pagel ID:25Ys9447kmmi2g5MnadCoyODrx-2svhImOJG2xGyAh6lgRnKgrYRSVu WlhKK611S7evTtl U &e-e v" � e-tl-8 3-0 2Xa II 3x4 = 6 4x4 = 4x4 = 7 8 10 4 55 _ zXs II Dead Load Deg. =118In LOADING(PA SPACING- 24)-0 CSL DEFL in goc) Udell Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.58 Verl(LL) 0.17 45 >430 240 MT20 2441190 TCDL 16.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.26 45 >291 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(CT) 0.00 7 n/a Na Weight 591b FT=20% BCDL 10.0 Code FBC2017frP12014 Matrix -MP LUMBER- TOP CHORD 2x4 SP M 31 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc pudins, except BOT CHORD 2x6 SP M 26 end veNcals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-141 oc bracing. OTHERS 2x6 SP No2 WEBS 1Row at midpt 25 REACTIONS. (size) 6=Mechanicel, 7=05-0 (mm.0.1-8) Max UPINS=-676(LC 4), 7=-541(LC 5) Max Grav5=1474(LC 1), 7=1138(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-8151404, 4-7=360/833, 6-7=3D51181, 25=-305/181 NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0psf; h=16tk Call. 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 Pat bottom chord five load nonconarrenl with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 7 considers parallel to grain value using ANSUTPI I angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connectlon (by others) of truss to bearing plate capable of withstanding 1001b uplift at)oint(s) except at -lb) 6=676, 7=541. 7) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated load(s) 652 lb down and 335 lb up at 0-7-12 on top chord, and 684 to down and 357 I6 up at 2-7-12, and 684 m down and 357 lb 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) 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 Incase=125 Uniform Loads (plf) Vert 1-2=70, 2�=70, 45=20 Concentrated Loads (Ib) Vert 8=552(B) 9=684(B)10=-684(B) �N .�'\GENS�` PE 7Q051 A N �-01 'JIA1GK�r' yam` ti.. Job Iruss 1russ lype MY MW-0&Avalan Spec eangr Et JUTY p 1 Half Hip 1 I Job Reference optional) oaumem , rves, r� Hens, n.., aawi 3x4 _ 2x4 II 5 6 3A = 12 LOADING(psi) SPACING- 2-0-0 CSL DEFL in OW) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.04 7-8 >999 240 MT20 2441190 TCDL 16.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.08 7-8 >999 180 BCLL 0.0 Rep Stress Inv YES WB 0.07 Horz(CT) 0.02 12 nia Na BCDL 10.0 Code FBC2017/TP120114 Matrix -MS Weight 53 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oe pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 SOT CHORD Rigid calling directly applied or 10-M ce bracing. OTHERS 2x4 SP No.3 REACTIONS. (sae) 9=0-0-0 (min. 0.1-8), 12=0A-8 (min. 0-1-8) Max Horz9=247(LC 8) Max Upli89=214(LC 5), 12=-220(LC 5) Max Gmv9=706(LC 1). 12=246(LC 1) FORCES. (lb) - Max CompJMax Ten. - All forces 250 Ob) or less except when shown. WEBS 34=4121184 NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd-124mph; TCDL=5.0psft BCDL-5.OpsF h=1611; CaL II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); cantilever left exposed; porch right exposed; 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 Iced nonconcurrenl with any other INe loads. 4) Bearing atlolnt(s)12 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upTiR at joint(s) except Ot=1b) 9=214, 12=220. LOAD CASE(S) Standard PE 76051 AN /ONE Job Truss 1russ iype y MW-0 A MSpec Avelan Medbmtrt eangr E2 HaVHip I Job Reference (optional) 4 1: 3x4 = 20 II 6 6 3x4 = 12 I j LOADING(psf) SPACING- 24)-0 CSI. DEFL in Coo) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 VBd(LL) -0.04 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL I 1.25 BC 0.72 Vert(CT) -0.08 7-8 >999 180 I BCLL 0.0 Rep Stress Ina YES WB 0.07 Horz(CT) 0.02 12 nla Na BCDL 10.0 Code FBC2017lfP12014 Matrix -MS Weight 62 lb FT=20% LUMBER - TOP CHORD 2A SP Not SOT CHORD 2x4 SP No.2 WEBS 2x4 SP Nall OTHERS 2x4 SP No.3 REACTIONS. (size) 9=0-4.0 (min. 0.1.8). 12=038 (min. 0.1.8) Max Hoag=217(LC 8) Max Uplift9=203(LC 8), 12=98(1-C 5) Max Gmv9=706(LC 1). 12=246(LC 1) FORCES. Ob) - Max. CompJMax. Ten. - All forces 250 Ob) or less except when shown. WEBS 3-9=-4071193 BRACING - TOP CHORD Structural wood sheathing directly applied or 640-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF h=16ft; Cat 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord five load nonconcurent with any other live loads. 5) Bearing at joint(s) 12 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjomt(s)12 except at-th) 9=203. LOAD CASE(S) Standard N - �i 4,,, �XGEN&F.`���ii PF 7RnNi A 'STA-tt��F�nj�\ 4 OR)O �S�ONA I ING Truss Iruss lype MW-05-Avalm Spec jJob Avalon-Meditenan earrsr E3 Hag HIP 1 _ Job Reference o 6onal wumam i rasa. n r•¢rce, ram. aavm :25Yso94.4.�7,. 1aa nn m't2� g5Mn oriCoyeO.D...r.x._....R... ....2o,o.tC_kt5..T_ .O._E.. _u_v.B.eO_u.O.-M-s'Wu. zT_ tG -90 -2-8 49-03 4x4 = 314 = 1 2,4 = LOADING(psf) TOLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 240-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017/TP12014 CSL TC 0.63 BC 0.77 WB 0.08 Matrix -MS DEFL in Vert(LL) 0.06 Ven(CT) -0.10 Hoa(CT) 0.02 (Ioc) Wait Lid 6-7 >999 240 6-7 >907 180 11 Na nla PLATES GRIP MT20 244/190 Weight 63 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 6-" oc purilns, except BOT eHORD 2x4 SP No2 and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 no bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 8=D-4-0 (min. 0-1.8),11=038 (min. D-1-8) Max Hom8=167(LC 8) Max Uplift8=276(LC 5), 11=242(LC 5) Max GmvB=728(LC 1), 11=280(LC 1) FORCES. Qb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 6-11=280/242 WEBS 3-8=-407/193 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF h-16ft; Cat II; Exp C; End, GCpl=0A8; MWFRS (envelope); cantilever left exposed ; porch right exposed; 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 nonconwrrent with any other live loads. 4) Bearing atjoird(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beadng surface. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) except (h=1b) 8=276, 11.242. LOAD CASE(S) Standard `\\\\�\\\� ICI IBL /�/•i/// pG 7RfK1 A \ i /onrnL1ENG Glider Deed Load Derl. =118 In 4x8 = 1z4 II 4X _ 6.00 12 3 21 22 234 24 25 .26 5 2 1x411 tzb II 7 +o 1 10 27 28 299 30 31 32 8 3'= 1x411 6i3= 1x411 3r5= 3¢p 9.6.0 16-0-0 19-0-0 3-0-0 6d0 6-6-0 3-0-0 Plate Offsets MY)— [2'0-1-3 0-0-21 [3.0-5-8 0-2-01 f5'0-5-8 0-2 01 f6.0-13 0-0-21 19'0.4.0 0301 [11.0-2J 0-0-e1 t13'0-2-30.481 LOADING(psf) SPACING- 2-0-0 CSI. DEFIL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.84 Vert(LL) 0.16 9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.65 Vert(CT) .025 8-9 >897 180 BCLL 0.0 Rep Stress Ina NO WB 0.49 Horz(CT) 0.04 6 rda We BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 97 to FT= 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Struchaal wood sheathing directly applied or 2-8.3 oc pudins. SOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 8-3-10 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right 2x4 SP ND.3 REACTIONS. (size) 2=030 (min. D-1-8), 6=030 (min. C-1-8) Max Harz2=51(LC 30) Max UpIi82-372(LC 8), 6=-372(LC 9) Max Gmv2=1014(LC 36), 6=1014(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 260 (Ib) or less except when shown. TOP CHORD 2-3=16401594, 3.21=269911049, 21-22=269911049, 22-23=269911049, 4-23=-269911049, 4-24=2699/1049, 24.25=-2699/1D49, 25-26=-2699/1049, 526=269911049, 5-0=1640/594 BOT CHORD 2-10=48411468,1D.27=.47811476, 27.28 77811476, 28.29=478H476, 9.29=-07811476, 9-30=-462/1476, 3031=-462H476, 31-32-46211476, 8-32=-462/1476, 6-8=468/1468 WEBS 3-9=581/1331, 4-9=523353, 5-9=58111331 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 740; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=S.Opsh BCDL=5.Opsf; h=168; 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) This truss has been designed for a 10.0 pat bottom chord live load nonconcurtent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) except Gt=1b) 2=372, 6=372. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1931b down and 129lb up at 3-0-0. 94 Ib down and 53lb up at 5.0-12, 941b down and 531b up at 7-0-12, 941b down end 531b up at 9.0-12, 941b down and 531h up at 9-11-0, 941b dawn and S3 Ib up at 1141-4, and g4lb down and 53 ib up at 13-11-0, and 193 ib down and 1291b up at 16-0-0 on top chord, and 98 lb dawn and 89 lb up at 3-0-0, 30 lb down and 4lb up at 5-0-12. 30 lb down and 41b up at 7-0-12. 30 to down and 4lb up at 9.0-12, 30 in down and 4lb up at 9-11-4, 30lb down and 4lb up at 11-11-4, and 30 lb down and 4lb up at 13-11-0, and 98 to down and 89 to up at-_- 15.11.4 on bottom chord. The design/selec0on of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 UnHorm Loads (pit) Vert 13=70, 3-5=70, 5.7=-70, 15-15=20 Continued on page 2 z .1 PE 76051 A '�%M_W Job Imm Iruss lype M - AVaIon Spec Avalo"editerreneangr E5 JQW jFiY Rip Wrder 1 1 Job Referents (optional) uanmm IMae, M Plena; FL, 34951 Rw.. 8230 a Oct 212018 Print 8.230 a Or221 2018 MRek IndmWM Inc Mon Jan 1410:47:582019 Page 2 ID:25Ys9447kmmi2g5MnoriCoyDOm-SRbpmRCZzKqpeJhRp_UySZ7NJ W r7FnmD46P2KzVTtF LOAD CASE(S) Standard Concentrated Loads (lb) Vert 10=45(F)5=45(F) MENSF`���/i i pF 7RnF1 a -o i-5rA1ggy; RI ,100 Iruss inisis lype MW-aSAralon Spec AvabMAedkeeaneangr FGA Root special G'WU 1 2 Jab Reterenne o onai GOMM I . M Ylelte, l-L, M551 • Sx9= 45 = ix4 I 3x4 = 10 11 45 = 1 15. 16 2 17 3 4 18 19 a 20 21 a 2 1 6 _ 10 4x10 - 4XB = B2 7 a 4xB = 13 1 67-12 48.14 9-2.4 1d 2 1B-1aa 4-314 448 - 2 4d-6 49.14 e-2-12 Plate Offsets (X Y)- f1.0-24 0.2-01 16.0-2.4 0-2-01 18:03-0 0-2.01 f 10.0.1-a 0.2A7 LOADING(psf) SPACING- 2.40 CSI. DEFL in Qoc) Vdefl L/d PLATES GRIP LL TC20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.04 10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Ver(CT) -0.07 10 >999 180 SCLL 0.0 Rep Stress Ina NO WB 0.52 Horz(CT) -0.06 14 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight:206lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 *Except! B2: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except! W1: 2x6 SP No2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins, except and verticals. BOTCHORD Rigid calling directly applied or 64)-0oc bracing. REACTIONS. (sae) 12=0.541 (min. 0-1-B), 13=0-53 (min. 0-1-8), 14=0-5-8 (min. 0-1-8) Max Horz12=171(LC 4) Max Uplifl12=675(LC 4),13=999(LC 5),14=-650(LC 4) Max Gmvl2=1200(LC 1), 13=2499(LC 1). 14=1196(LC 1) I 61 FORCES. Ob) - Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 11-12=12001675,1-11=-11231676, 1-15=1739/811,16.16=1739/811, 2-16=1739/811, 2-17=17391811, 3.17=1739/811, 3-4=1739/811, 4-18=1718/679, 18-19=1718/679, 5-19=-17181679, 5-20=-1718/679,20-21=1718/679,6-21=1718/679,7-14=11961650, 6-7=11191653 BOT CHORD 10-11=-5951557, 9.10-9251464, 9-13=2499/999, 4.9=233211004, 8-9=9451464, 7-6=3461323 WEBS 1-10=760/1452, 2-10=9021448, 4-10=12002731, 4-8=10752730, 5.8=-a97/444, - 6-8=62911431 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 cc. 2x4 -1 row at G-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oa Webs connected as follows: 2x4 -1 now at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=161k Cat 11; Exp C Part End., GCpl=0.55; MWFRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcvnent with any other live loads. 6) Bearing at Jolnt(s) 12, 13. 14 considers parallel to grain value using ANSIFrPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at)olnl(s) except Qt=lb)12=675. 13=999. 14=650. \\\�\\ (f( B� z 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentratd load(s) 270 lb down and 277 lb up at 0.2-112, \\ _321 lb down and 148 F�r lb down ad 130 lb up lb down and 130 8 lb down and 13 lb up at 6-118112, 58b down a d 130 b8up at 8-11n 2 258 Ib doown and 130 b8up al 9.10.4, Z 8I 5 b down and 130 bup at 11 104, 25� Ib down and 1301b up at 13-104, 2581b down and 1301b up at 15-10-4, and 321 Ib down and 1491b up at 17-93, and 2701b down ate• / �t - 281 lb up at 18-74 on top chord. The designlselection of such connection devices) is the responsibility of others. ,I PE 7Q051 R \ ! &9ARRffg%)Aqndsrd Job Truss irUSS Im WM-0 Avabn Spec Avalcn Mediteneneangr FGA Roof SpedA G'uder 1 2 Jab Reference a 6onal aoumem r mee, rr. nmce, rr-, yawl ID25Ys94?kmrr 2g5Mnorl& Drx-iVWiSSdae&T-4 Ef1y160V6KBbepBhObW702'TfD LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Inmwe=1.25, Plate Inmase=1.25 Uniform Loads (plf)_ Vert 1-6=70, 9-11=-20, 7-9=20 - ,_ Concentrated Loads Qb) Vert: 1=270 3=-258 6=270 2=258 5=25815-321 16=25817-25818-26819=258 20=258 21=-321 \NN��\�1 MI I131 /Z i oG 7anr,n x Job mea luty F n -0SAVa1W15pac AvelorvMedilemaneangr FG8 Roof 5pedal G'vdu t 2 ,lob Reference (optlonall SouNem rum, Ft Plen>3, FL, 34951 -- - - Run: eR00a Oat 212fne Pr'v4: e.Z30aOct 2120ta M IMuswe lno. Mon Jan 4 0:48:0020t9 Page 10:25Ys9447Imm12g5MnorICoyODm-PgIaLTSS5aaY2xT4YE0y1trS96MdbGn3h(; 7DzvTtC 3-hW ME 30 // Plate Offsets m " r1 0-24 0-1-87 I3:0-1.8 Edool LOADING(psf) SPACING- 2-0-0 CS]. DEFL in (hoc) tdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.00 34 >999 240 MT20 2441190 TCOL 15.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 34 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.01 Horz(CT) -0.00 6 n1a n1a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight 66 lb FT=20°% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x6 SP Nm2 *Except' BOT CHORD W2: ZA SP No.3 REACTIONS. (size) 5=045-8 (min. 0.1-8), 6=9-5.8 (min.0-1.8) Max Uplifl5=482(LC 4), 6=-336(LC 4) Max Gmv5=879(LC 1), 6=896(LC 1) Structural wood sheathing directly applied or 348-0 oc pudlns, except end verticals. Rigid calling directly applied or 10-D-0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less exceptwhen shown. TOP CHORD 4-5=8791482,1.4=846f498,1-7=2681100, 7-8=2681100, 2-8=2681100, 3-6=8961336, 23--8821359 NOTES- 1) 2-ply truss to be connected together with 10d (0.131W) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-94) oc, Bottom chords connected as follows: 2x4 -1 row at 0.9-0 oc. Webs connected as follows: 2x4 -1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vut=160mph (3-second gust) Vasd=124mph; TCDL-5.0psf; BCDL=5.0psF h=161k Cat. 11; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed forwind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUPI 1. 5) Provide adequate drainage to prevent water ponding. 6) Gable studs spaced at 24)-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Bearing atloint(s) 5, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift stjoint(s) except at -lb) 5=482. 6=336. 10) Hanger(s) or other connection device(s) shall be provided suficient to support concentrated load(s) 274lb down and 276 lb up at 0.2.12, and 323 lb down and 142lb up at D-9-13, and 899 lb down and 373 lb up at 2-8-12 on top chord. The designtselectlon of such connection device(s) is the responslblllty, of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balancedy. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2=70, 34=20 Concentrated Loads Qb) Vert: 1-274 7=323 8=888 t I = 7LUTri A Job 1russ iruss type MW-O&Avolon spec Avalon-MeditemveaW FGC RoNSpatlel Glider t 2 Job 6onal Reference o SWNerIhINv9�YC YIGGe�hL�34951 nun: 5ID:5vuuanmig....nori.......-..-tOH-...p................2G6x..-..-_...._.._ .__._ ID:25Ys94471anm12g5MnorlCoyODrx-tOHyZpT4suiPg52G6xYBe48dvW hld(JTGUIX4NzvTtC 3AL � 384 3x4 // Plate Offsets (X Y)— 11•0-2-40.1-M T3:0.14 0.1 81 — LOADING(psf) SPACING- 2-0-0 CSI. DEFL in #00) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.43 Vert(LL) 0.00 3.4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 3-4 >999 180 BCLL 0.0 Rep Stress inch NO WB 0.05 Hom(CT) -0.15 6 n1a n/a BCDL 10.0 Code FBC20171TPI2014 Mabix-MS Weight 65 to FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 3-8-0 no pudins, except BOTCHORD 2hc4 SP NO2 end variable. WEBS 2x6 SP N0.2'Fxcept' BOT CHORD Rigid ceiling directly applied cr 140-0 oc bracing. W2: 2x4 SP No.3 REACTIONS. (slze) 5=0-5E (min. 0-1-8), 6=0.5.8 (min. 0-1-8) Max Horz5=298(LC 7) Max UpIi t5=551(LC 4), 6=440(LC 5) Max Grav5=879(LC 1). 6=820(LC 25) FORCES. (Jb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 45=-8791551,1-4=-846/560,1-7=561/559, 7-6 =5611559, 2-8=5611559, 3-6=920/440, 2-3-81321379 BOTCHORD 3-0=9801906 WEBS 13=2051305 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 om 2x4 -1 row at 0-9-0 am Bottom chords connected as follows: 2x4 - t row at 0.9-0 am Webs connected as follows: 2x4 -1 cow at 0-9-0 cm. 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; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16fq Cat. II; Exp C; Part End., GCpi=0.55; MWFRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for vdnd loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 5) Pmvide adequate drainage to prevent water panting. 6) Gable studs spaced at2-0-0 am 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any ether live loads. 8) Bearing at joints) 5, 6 considers parallel to groin value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift stjolnt(s) except at -lb) 5=551, 6=440. 10) Hanger(s) or other connection devices) shag be provided sufficient to support concentrated load(s) 274 Ib down and 277 lb up at G-2-12, and connection 32invin and 1 the pat a up0-9-1 of and 888 lb down and 391 lbup at 2-8-12 on top chord. The design/seled)on of such LOAD CASE(S) Standard \ � '�\CENg���"�rr/���j� 1) Dead + Roof INe (balanced): Lumber Increase=125, Plate Increase=1.25 PE7 Ii Continued on page 2 iOORIDV" i�j/FsS�ONAL Job Twu I Was rype Y MW-as-Avalon Speo Avabn"Metlitertenearvgr FGC Roof apedelGWer 1 2.bb Reference. (optional) SOMM lNS9. FL PnatS. FL. 34951 mm uZ aoftzt zmoP B. a zt zota m i a yrowso,a. lnC Mon Jan 741 UAU.Vl LU1`J rMOL ID:25Ys9447Ianm12g5Mmr[CoyODrx-tOHyZpT4sufPg52G8xYBa4BdvWMdQTCvZ(4HzvTtC LOAD CASE(5) Standard Uniform Loads (plf) 1 Vert 1-2=70, 3-0=-20 - Conoentrated Loads (lb) Vert 1=274 7>323 8=888 \\\\a1�1M If3l /Z N`�� 4,4 = 6.00 12 2 jE f 5 4 a 1x4 It 3x4 II 3x4 It LOADING(psf) SPACING- 2-" CSI TCLL 20.0 Plate Grip DOL 125 TC 0.62 TCDL 15.0 Lumber DOL 1.25 I I BC 0.42 SCEL 0.0 Rep Stress Ina YES WB 0.03 BCDL 10.0 Code FBC2017ITP12014 Matrix- MR LUMBER- TOPCHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 6=Mechanical,4-Mechanical Max Horz(I -40(LC4) Max Upit06=86(LC 8).4=-66(LC 9) Max Gmv6=362(LC 1). 4=362(LC 1) FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown DEFL in (Ioc) Odefl Lid Vert(LL) -0.07 S >999 240 Vert(CT) -0.17 5 >582 180 Horz(CT) 0.00 4 rda n1a Dead Load Deli. -1181n PLATES GRIP MT20 2441190 Weight 39lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur8ns, except end verticals. BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VuIt=160mph (3-wound gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=1611; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 4) Refer to girder(s) for truss to buss connections. 5) Provide medurnicel connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjoint(s) 6, 4. LOAD CASE(S) Standard a PE 70051 R i JOD rues mss type y MYJ-aSAvalon Spec Avak"edit rt can-gr H2 Common 1 f Jab Reference (oodone0 'x E t FM 6.tx 12 4M = 2 5 4 6 1x4 11 3x4 11 30 II 4-2-0 711 M Dead Load Dell. =118 in Y Plate Offsets MY)— 14:0.2-0.0-0.41 16:0.2-00-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In Doc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.62 Vert(LL) -0.07 5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.17 5 >582 180 BCLL 0.0 Rep Stress Ina YES WB 0.03 Hmz(CT) 0.00 4 n/a We BCDL 10.0 Code FBG2017frP12014 Matlx-MR Weight: 39 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 _ TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOj CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (sae) 6=101echanical,4=Mechanical Mex Hom6=40(LC 6) Max Up1186=86(LC 8), 4=-B6(LC 9) Max Gmv6=362(LC 1), 4=362(LC 1) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. 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.Opst BCDL=5.Opsf; h=16ft; Cat It; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psr bottom chord five load nonoonotment with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4. LOAD CASE(S) Standard s/ /i/ PE 70051 A 'UNAl- - \\` //1111110 10 2x4 tl 4x4 = 4x4 = 30 = 63x4 = ME LOADING(psf) SPACING- 24)-0 CSI. DEFL. in Qoc) Odell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.01 9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 9-10 >999 180 BCLL 0.0 Rep Stress Ina NO NIB 0.09 Horz(CT) 0.00 7 We n1a Weight 66 lb FT=20% BCDL 10.0 Code FBC2017frP12014 Matrix -MS LUMBER- TOP CHORD 2x4 SP No.2 BRACING - TOP CHORD SLucturai wood sheathing directly applied or 6-0-0 cc pudins, except SOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 6-0-0 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 10=Mechanical, 7=Mechanical Max Horz 10=51(LC 6) Max Upli810=285(LC 8).7=285(LC 9) Max Gravl0=475(LC 36), 7=476(LC 37) FORCES. (Ib) - Max. Comp.lMaz. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-10=-4431295, 5-7=-0431294 WEBS 2-9=1651294,5-8=1651295 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=S.Opst 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 preventwater ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at jolnt(s) except (jt--Ib)10=285. 7=285. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)192 lb down and 209 lb up at 3-0-1. and 153 lb down and 171 lb up at 4-2-0, and 192 lb down and 209 lb up at 5315 on top chord. The designbselaction 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 back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2.3=70, 3-4=70, 4-5=70, 6.6=70, 7-10=20 Concentrated Loads (lb) Vert 3=37(F) 4=37(F)15=37(F) V\CENg,Zl��ii i Clc =nr-i A 4z� 4x4 = U4 = NOP2x STP= NOP2X STP= 2x4 II 2x4 II LOADING(Psf) TCLL 20.0 TCDL 16.0 BCJ-L 0.0 BCDL 10.0 SPACING- 240-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code FBC2017/TPI2014 CSI. TC 0.43 BC 0.08 WE 0.09 Matra -MS DEFL in Vert(LL) 0.01 Vert(CT) -0.01 Horz(CT) 0.00 (loc) 1ldefl Ld 9 >999 240 9-10 >999 180 7 We n/a PLATES GRIP MT20 244/190 Weight 66lb FT = 20% LUMBER- TOP CHORD 2x4 SP Nc.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 640-0 oc pudins, except BOt CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 10=03-0 (min. 0-1-8), 7=0-" (min. 0-1.8) Max Horz10=-51(LC 6) Max Uplih10=285(LC 8), 7=285(LC 9) Max Grav10=475(LC 36), 7=475(LC 37) FORCES. (Ib) - Max. CompJMax. Ten. - AN forces 250 (Ib) or less except when shovm. TOP CHORD 2-10=-0431295, 6-7=443/294 WEBS 2-9=-165/294, 5-8=1651295 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=5.Opsf; BCDL=5.Opsf; h=16ft; Cat Il; 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 pal bottom chord live load nonconcunent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift atjomt(s) except (it=1b)10=285. 7=285. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)192 lb down and 209 lb up at 3-0.1, and 153 lb down and 171 lb up at 4.2-0, and 192lb down and 209 lb up at 53-15 an top chord. The design/selection of such connedon device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=70, 2-3=70, 3-4=70, 4.5=70, 5-0=70, 7-10=20 Concentrated Loads (Ib) Vert 3=37(F)4=37(F)15=37(F) ( ICI IBL PE 76051 A 0/111II11\\0 s, Job Ines, I mss type ty MW-0bAv90n3pec AvalmrMednetianeariv H40 Fly HWHip Grder t t Job Reference a 0ona1 savaierp truss, rr. werea.ram, asam nu rlCoy Da-.,�,,..-.,.6l—g;.........r..........__e-. ID:25Ys9447kmmi2g5MnortCoyODrx-0z4rcWXDgOIOmsxEvU7MH8uRY)Ww7zMx3J2rLtzvTt7 33.3 42$ 430 3.3-5 l d115 ! a$ Dead Load Deft. = Via id 3x6 = 3x4 = LOADING(pi;n SPACING- 2-G0 CSL DEFL. in Qoo) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.05 6-9 >999 240 MT20 244I190 TCDL 15.0 Lumber DOL 1.25 BC 0." Vert(C) .0.12 6-9 >462 180 BOLL 0.0 Rep Stress Ina NO WB 0.07 Horz(CT) -0.02 4 We We BCDL 10.0 Code FBC20WITPI2014 Mahbc-MP Weight 19 lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 1=0-8-0 (min.0-1-8), 4=Mechanical, 6=Mechanical Max Horz1=106(LC 8) Max UpIgN=100(LC 8), 4=97(LC 8), 6=265(LC 8) Max Grav1=412(LC 1), 4=140(LC 32), 6=769(LC 1) FORCES. Qb) - Max Comp./Max Ten. -Ag forces 250 (lb) or less except when shown. WEBS 2-6=336/222 BRACING - TOP CHORD Structural wood sheathing directly applied or4-9-0oc pudins. BOT CHORD Rigid ceiling directly applied or 104)-0 oe bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult--160mph (3•secadl gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsh, h=16ft; Cat. 11; Fxp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss is not designed to support a ceiling and is not Intended for use where aesthetics are a consideration. 4) Provide adequate drainage to prevent wafer ponding. 5) AN plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 7) Refer to girder(s)for buss to truss connections. 8) Referto girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s)1, 4 except Qt--lb) (5=265. 10) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated load(s)145 lb down and 98 lb up at 4-8-4, and 81 lb down and 961b up at 4-2-B on top chord, and 342Ib down and 106 lb up at 2-4-12, and 159 lb down and 8lb up at 4-2-B, and 348 to down and 100 lb up at 4-4-12 on bottom cord. The designIselection 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 Live (balanced): Lumber Increase=1.25, Plate Inmase=1.25 Ungar Loads (pin Vert 1.3=70, 3-4=70, 5-7=20 Concentrated Loads Qb) Vert 3=-62(3) 4=79(B)10=342(F)11=370(1`=-348, 0=22) M1 �81/i/ 7 PE 76051 Job CUM Imes lype FlyMW-0SAva Spec Avabn-Mc Mrranearrgr J7 Jack -Open 20 7 Job Reference (optional) ,90UMem Trues. FL Pierce, FL. 34951 Wm: Ua atrapa,, moau. wiv:�o,vo reo, ID:2SYs9447kmmt2g5MnodCoyOOm-Dz4mWXD90)GmsxEvU7MHBUULXOA?_Ox3J2ani7 2-M 1-0-0 ' I LOADING(psf) SPACING- 2-0-0 CST. DEFL in (Ioc) Vdell Lld TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Ver(LL) 0.00 9 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 9 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 2 rda n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No2 OTHERS 2x4 SP N0.3 REACTIONS. (size) 3=Mechancal, 2=0-8-0 (min. 0-1-8), 4-Mechanical Max Horz2=66(LC 8) Max UpIM3=42(LC 1), 2=143(LC 8), 4=-64(LC 1) Matt Grev3=33(LC 4), 2=340(LC 1), 4=44(LC 4) , FORCES. Qb) - Max. Comp./Max. Ten. - Ali forces 250 (Ib) or less except when shown. PLATES GRIP MT20 244/190 Weight 10 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-" oc pudlns. BOT CHORD Rigid caging directly applied or 10-0-0 oc bracing. NOTES- ` 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vesd=124mph; TCDL=S.OpsY BCDL=5.0ps . h=16f ; CaL 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherxise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load noncancurrem 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 100It, uplift at)oint(s) 3, 4 except at -lb) 2=143. LOAD CASE(S) Standard PE 76051 A t �'o ` •s�tif� ;�� I o Was rusa lype Fly 1 W 06-Avalon Spae AVWOr Meditermneaogr J2 Jack.-0pen a 1 Job Reference o 'on awmem , mw, r,. Harm, r�...wmr 1 LOADING(ps1) SPACING- 2-0-0 CSI. DEFL in poc) Odell L/d TOLL 20.0 Plate Grip DOL 1.25 TO 0.33 Vert(LL) .0.02 4 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Ven(CT) -D.03 4 >947 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 We Na BGDL 10.0 Code FBC2017FrP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP Ne.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min. 0-1-8) Max Horz2=91(LC 8) Max UpIM3--8(LC 8), 2=113(LC 8) Max Grav3=38(LC 3), 2=309(LC 1) FORCES. (lb)- Max. CompJMax Ten. -All forces 250 (lb) m less except when shown. PLATES GRIP MT20 2441190 Weight 13lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 no pudins. BOT CHORD Rigid calling directly applied or 10-11-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=S.Opsf; BCDL=5.OpsF, h=161t Cat II; Exp C; Encl., GCpi=0.18; MWFRS (erwelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 par bottom 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 beating plate capable of withstanding 100 lb uplift atjoint(s) 3 except at -lb) 2=113. LOAD CASE(S) Standard i a PE 76051 A r �-o � •sL,vr�� qq; --� /�sso D,NGo�N jou Ifuss Imes lype Y NW-0.rAvabn Spee Awlm-Medit n ea gr J3 Jack -Open t4 1 Jab Reference o 8onal n,n c e soumem 1m86, M Rene, r". aassr LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL I 1.25 BCLL 0.0 Rep Stress inor YES BCDL 10.0 Code FBC2017frP12014 RUII:H.GIVH VC<C,[V IHr,w,:a.wVHVua�w�cn.�wca.. w.+. n.�.............LAWI o ID:25Ys94471anmi2g5MnotiCoyODm-AMC,w,ub1CZTC1eQ0A4cOvAgMZ grL4HTuvEWdxxPlzvTt5 -240 3-9-9 2-0-0 3-0-0 CSI. DEFL in Qoc) Vdeii Ud TC 0.33 Ved(LL) -0.00 4-9 >999 240 Sc 0.07 Vert(CT) I -0.01 4-9 >999 180 WB 0.00 Horz(CT) 0.00 2 Na Na Matrix -MI? LUMBER- BRACING - TOP CHORD 2M SP Not TOP CHORD SOT CHORD 2x4SPN02 BOTCHORD OTHERS 2x4 SP Ne.3 REACTIONS. (size) 3=Mechanical, 2-0-8-0 (min. 0-1-8). 44Aechanical Max Horz2-114(LC 8) Max UpIi83=-53(-C 8), 2=108(LC 8) Max Gmv3=67(LC 1), 2=328(LC 1), 4=46(LC 3) FORCES. (lb) - Max. CompJMax Ten. - All forces 250 Qb) or less except when shown. PLATES GRIP MT20 2441190 Weight 16lb FT = 20% Structural wood sheathing directly applied or 3-0-0 oc puriins. Rigid caging directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-seoond gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=16ft; Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates ere MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencunent with any other five loads. 4) Refer to girder(s) for truss to truss connections. 5) Pmvlda mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upiift atjoint(s) 3 except Qt=lb) 2=108. LOAD CASE(S) Standard ( ICI I61/i/i \.\OEN3F•��� 1 PP: 70661 At JOD Imes I was I ype MW- Avalml5px Avekn-Mcdkermewr gr MC Jack-0pen JUV JMY e t Job Reference o Gonel Smxllem Truse. Ft Ple ,FL, 34951 ,)A 11 Plate Offsets PCX)- [2•D-0-7 0-0-51 17.0-2-30.0.81 LOADING(psf) SPACING- 24)-0 CSL DEFL. in Qoc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.54 Vert(LL) 0.09 5 >269 24D MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) 0.12 5 >190 180 BOLL 0.0 Rep Stress Ina YES WB 0.12 Hom(CT) -0.03 4 nra Na BGDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight 16lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc pudins. BOT CHORD 2x4 SP. M 31 BOT CHORD Rigid calling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanlcal, 6=0-8-0 (min. 04-8) Max Hoa6=114(LC 8) Max UpIM4=108(LC 13), 6=165(LC 21) Max Gmv4=84(LC 17), 6--495(LC 1) FORCES. (lb) - Max CompJMax Ten. - Al farces 250 Qb) or less except when shown. WEBS 3-6=7121391 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=5.DpsF, BCDL-5.0psf; h=161t; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 pal bottom chord live load nonconounrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) except at -lb) 4=108, 6=165. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 65lb down and 66 lb up at 3-0-0 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4>70, 5-9=20 Concentrated Loads Qb) Vert 5=-65(F) - PE 76051 A pR pP . Y,ti�� . . N� z R Plate Offsets (X Y)— 12 037 0-0.51 f5.0 23 0-M LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) I/defl L(d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 4.9 >999 240 Mi20 244(190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Ved(CT) I -0.04 4-9 >999 180 BCLL 0.0 Rep Stress Ina YES WB OLD Ho=(GT) 0.00 2 We me BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight 21 lb FT=20% LUMBER - TOP CHORD 2x4 SP NO2 BOT CHORD 2x4 SP N0.2 OTHERS 2x4 SP No.3 REACTIONS. (sire) 3=Me,;hanical, 2=0-S-0 (min. 0-1-8), 4=Mechamcal Max H=2=158(1-0 8) Max Uplift3=-96(LC 8), 2-114(LC 8) Max Gm3=131(LC 1), 2=387(LC 1), 4=85(LC 3) FORCES. Ob) - Max CompJMax Ten. -All forces 250 Ob) or less exeeptwhen shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-9.0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft Cat It; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at)oinl(s) 3 except Ot=1b) 2=114. LOAD CASE(S) Standard ! GF 70171R1 A 1,01 'STAF&'UF+f a truss cuss ruse M -0S r an6pec Avalon-Medil eaz gr Jad"Iruss pen Girder 1 1 G Job Reference (ootionaD sOUVlem IMM, tl YI&®, FL, 34851 3x4 = r, u,� a.i..,,, e w a. ay.v..u. vn.......w.......-........ -.....a .-. -.. ID26Ys944?kmnZgSMnori oyODnr-6WMSuajldgTFt1E98KCIR 37rEfdzoP�x02UezvTt3 Dead Load Dell. =11161n LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (tool Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.66 Vert(LL) 0.08 3-6 >744 240 AMO 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Ved(M -0.14 3-0 >404 180 BCLL 0.0 Rep Stress lncr NO WB 0.00 Horz(CT) 0.02 1 nla rda BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight 15 lb FT=20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP M 31 REACTIONS. (size) 1=05O (min. 0-1.8), 2=Mechanlral, 3=Mechanical Max Hors 1=117(LC 8) Max Upliftl=84(LC 8), 2=110(LC 8), 3>137(LC 8) Max Gmvl=378(LC 1), 2=170(LC 1), 3=565(LC 1) FORCES. (lb) - Max CompJMax Ten. - All forces 250 (lb) or iess except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-0 0o pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf, BCDL=5.Opsf; h=16ft CaL 11; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber.DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless othervAse Indicated. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with my other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of vAthstanding 100 lb uplift at joint(s)1 except Qt-lb) 2=110. 3=137. 7) Harand 349lb doom and 99 lb up at 44-8 or other connection 4 on bottoshall m chord. The deslgnIseterovided sufficient to d n of such connec0ort concentrated nadevice(s) is the responsibility of othe2 lb dom and 106 lb up at rs. 8) In the LOAD CASES) sermon, 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, Plata Increase=125 Uniform Leads (pit) Vert 1-2=70, 3-4=20 Concentrated Loads (Ib) Vert: 3=348(B) 7=342(B) i0 �a�OR10P��1c��� h- 1 1 LOADING(pst) SPACING- 2-" M. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.03 4-9 >999 240 MT20 2441190 TCDL 15.0 LumberDOL 1.25 BC 025 Vert(CT) -0.06 4-9 >999 180 BCLL 0.0 Rep Stress lnar YES WB 0.00 Harz(CT) 0.01 2 n/a me BCDL 10.0 Cade FBC20171TPI2014 Matrix -MP Weight 22lb FT = 20% LUMBER- SPACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purgns. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-60 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3--Mechanical, 2-0-" (min. 0-1-8), 4=Mechanical Max Horz2=165(LC 8) Max Upiift3=102(LC 8), 2=115(LC 8) Max Gmv3=140(LC 1), 2=397(LC 1).4=g0(LC 3) FORCES. Qb)- Max Camp./Max Ten. -Ali forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0psf; h=1Sit Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) A0 plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live bads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) or truss to hearing plate capable of withstanding 100 b uplift at joint(s) except Qt=1b) 3=102, 2=116. LOAD CASE(S) Standard \\\OMI 1131 /����•i// i oG 7kM1 a �-D I bIHMP i4 �I-ay_ �' - `S1ONAL eV �� //I111111���� 1/D Job truss Iruss lype Fly MW-oSAvalon Spec AvalawMedkerweeriV ME Hal Hip supported 1 1 Job Reference o 6one SwOmm Tmae, FL Pierce, F .34951 Rom 8290 a Oc1212018 rmt 8.23G S OQ 21 2018 Mnek lndusWes, hn Mon Jan 141048:1220 9 Page t ID:25Ys944?kmmi2g5MnorICoYODa-27R6tac GGSrVnONFIEmWPBWryR?PhLgRFVBYW2vTt'. n-ue 2-0-0 4-0-6 o-it-0 LOADING(psf) SPACING- 24)-0 CSL DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.32 Ved(LL) -0.00 1 n1r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.08 Vert(CT) -0.03 1 n/r 90 BALL 0.0 Rep Stress Ina YES WB 0.04 Horz(GT) 0.00 6 nfa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-B Weight 271b FT=ZOY LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BdT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. (sae) 6=5-0-0 (min. 0-1-8), 2=5-0-0-(m1n. 0.1.8), 7=541-0 (min. 0.1-8) Max Horz2=145(LC 8) Max Upi'dt6=35(LC 4), 2=90(LC 8), 7=86(LC 8) Max Grav6=72(LC 1), 2=322(LC 1), 7=187(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) cr less exceptwhen shown Structural wood sheathing directly applied or 5-0-0 oc pudins, except end verticals. Rigid telling directly applied or 10-D-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=t60mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h-16f ; Cat II; Exp C; Encl.. 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. Forstuds 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 oc. 7) This truss has been designed for a 10.0 psf bottom chord five load nonoencurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 6, 2, 7. LOAD CASE(S) Standard \\\�\\ MIIBC%z / i 01=79M1 1\ 0 5TAtby-T- h' Job From I was lypa y MW'USAvalm Spec Avalon4JedlaweaW J5G J."Pen Ghder 2 f Jab Reference foo8ona0 S M `rnre,Fl rce,FL,34951 Rw.8.238s-612818 Print e]30sact 212018 MTekl usmes.Irw Man Jm 141n18 f32818 Paef ID2471ammi2g5MnoriCoyODM-WK7U 5Ys944wcolaDi6x p$173chmM688ftvE4= 40 = 5-0-0 Dead Load Defl. =1181n Plate Offsets M) ),- N.0-0-004-M - LOADING(psf) SPACING- 24)-0 CSL 0.82 DEFL in Vert(LL) 0.16 (loc) Wall Lld 3-0 >365 240 PLATES GRIP MT20 2441190 TCLL 20.0 Plate Grip DOL 1.25 TC TCDL 15.0 Lumber DOL 125 BC 0.63 Vert(CT) -0.25 3-6 >236 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(CT) 0.03 1 nla We Weight 16 lb FT = 20% BCDL 10.0 Code FBC2017/TP12014 Mabbc-MP LUMBER- TOP CHORD 2x4 SP No2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purrins. BbT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS. (sae) 1=0-8-0 (min. 0-1-0), 2=Mechaninl, 3=Mechanical Max Harz 1=124(LC 8) Max Uplift1=254(1-C 8), 2=137(LC 8). 3=149(LC 8) Max Gmvl=593(LC 1), 2--203(LC 1), 3=432(LC 1) FORCES. (Ib) - Max Comp.Mlax Ten. -Ali forces 250 (lb) a lass except when shown. NOTES- ' 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=S.Opst BCDL=5.Opsf, h=16ft; Cal. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless othenvise indicated. 3) This truss has been designed for a 10.0 pal bottom chord live load nonconcurentwdh any other live loads. 4) Refer to glrder(s) for truss to truss connections. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except rib) 1=254. 2=137,3=149. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 441 lb down and 305 Ile up at 1-8-12, and 342lb down and 106 lb up at 3-8-12 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 Inaesse=1.25, Plate Incmws 1.25 Uniform Loads (plf) Vert: 1-2-70, 3-0=-20 Concentrated Loads (Ib) Vert 7=-441(B) 8=-342(F) 'Q i ����� PF 79().ri4 A i a WSa Truss Type MW-0SAvebn Spec Avalan-Medil meargr JsE Halrtgp Supputed 1 t Job Reference Loptional SwN1em T1asa, KP .R. 34951 3M = 2M II I.A u 5 a LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Ifdefi Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(L-) 0.00 1 nh 120 MT20 244f190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Veit(CT) -0.03 1 rdr 90 BCLL 0.0 Rep Stress Ina YES WB 0.03 H=(CT) 0.00 7 We nfa BCDL 10.0 Code FBC2017ffP12014 Matru(-S Weight 30 lb FT=209. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-14 Co puriins, except SOT CHORD 2x4 SP No.2 end veNcals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0.0 no bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 5-&14. Pb)- Max Horz2=145(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) 7, 8, 9 except 2=104(LC 4) Max Grav All reactions 250lb or less atjoird(s) 7, 8, 9 except2=316(LC 1) FORCES. Pb) - Max Comp.lMax. Ten. -All farms 250 (Ib) or less except when shown NOTES- 1) Unbalanced root live loads have been Considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-5.Opsh BCDL=5.0psf, h=168; Cat II; Elm 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 Consult qualified building designer as per ANSIrrP11. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 2-0.0 oa 6) This truss has been designed for a 10.0 psf bottom chord live load nommncurent with any other live loads. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100lb uplift atjoint(s) 7, 8, 9 except (it --lb) 2=104. 8) Non Standard bearing Condition. Review required. LOAD CASE(S) Standard % ❑F 7Rfi51 1 : % a4, OAFAL t Nee Nes ype y MW- Avalon Spec na Avalm-MedBaneangr Jr JACK -OPEN 18 1 Job Referents o Oonal �_ ID:25Ys94471anmi2g5MnorlCoyOOric-Ti7FllbesZBTOMFlywtoT8imW78MBc2eG7Djp9m t 2-0-0 7-0.0 2 DO 7 60 LOADING(pst) SPACING- 2.0-0 CSi. DEFL In (lot) Udell Lld TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.13 4-9 >650 240 TCDL 15.0 Lumber DOL 125 BC 0.56 I Ven(C) I -024 4-9 >345 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.02 2 n1a nia BCDL 10.0 Code FBC20177TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (sure) 3=Mechanical, 2=0-8-0 (min. 0-1-8), 4=Mechanical Max Horz2=215(LC 8) Max UpliO3=-149(LC 8), 2=128(LC 8) Max Gmv3=207(LC 1), 2=47B(LC 1), 4=131(LC 3) FORCES. 0b) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. Dead load Defl. =118 in PLATES GRIP MT20 2441190 Weight 28 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph,(3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsh h=16ft; Cat. II; Exp C; Encl., GCPW.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load noncorKu end 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 atjoint(s) except Qt=1b) 3=149, 2=128. LOAD CASE(S) Standard i PE 76051 A"' ��` -srJal�r ice` Job nin ruse ype 1AW-15,Avalun Spec Avalon-Medkertaneangr J42 JACK -OPEN 7 1 Job Reference o Bonai souNem Tnrss, FL Pierce, FL, aasat - ID2o5Ysg447kmm12g5MncdCoyODrx-Ti7FVbasZBTQMFlywtoTB1ml49STc2eG70jp9mTt 2-0-0 4C0 � 241-0 I 42-e Plate Offsets (X,Y)- 12:0-3.7 0-0-51 15.0-2.3 0-040 -- LOADING(psi) SPACING. 2-0-0 CSI. DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.33 Vert(LL) -0.01 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.03 4-9 >999 180 BCLL 0.0 Rep Sbess Ina YES WB 0.00 Horz(CT) 0.00 3 We rda BCDL 10.0 Code FBC2017lTPI2014 Matrix -MP Weight 20 lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP N0.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min. 0.1-8), 4=Mechanical Max Horz2=145(LC 8) Max UpBKi=-83(LC 8), 2=1111(LC 8) Max Gmv3=112(LC 1), 2=367(LC 1). 4=73(LC 3) FORCES. Ob) - Max. CompJMax. Ten. -All farces 250 (lb) or less exceptwhen shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 42-8 oc purims. BOT CHORD Rigid ceiling directly applied or 10" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=5.Opsh BCDL=S.OpsF, h=160; CaL II; Exp C; Encl., GCPI=OA8; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumem with any other live loads. 4) Refer to girders) far truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable at withstanding 100 lb uplift atjoint(s) 3 except Qt4b) 2-111. LOAD CASE(S) Standard M1I Ial / /z i / PF 70051 A G sTwtt�aF F _ N, Job Truss Truss lype MW-a&Avalon Spec Avalor Medff n eangr MV2 IQW IPly VALLEY 2 1 Jab Reference o 0,onai �• ID25Ys94471anmiZg5MrwriCoyODm-xvhdodUKVbHzPh9UbJihFJH2ZphLVuOMtTMgL-Tsz i 2-0-0 2k0 2 3 2x4 9 LOADING(psf) SPACMG• 2-0-0 CSI. DEFL in (loc) Udell Vd PLATES GRIP TCLL 20.0 PP Grip DOL 1.25 TC 0.06 Veri(LL) Na - Na 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) Na - Na 999 BCLL 0.0 Rep Sbass Ina YES Wa 0.00 Hort(C) -0.00 2 Na Na BCDL 10.0 Code FBC2017TTP12014 Matrix-P Weight 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP N0.3 REACTIONS. (sae) 1=2-0-0 (min. 0-1-8). 2--2-0-0 (min. 0-1-8).3=2A-0 (min. 0.1-8) Max Horz1=35(LC 8) Max Uplift1=12(LC 8). 2�36(LC 8) Max Grav1=62(LC 1), 2=48(LC 1). 3=28(LC 3) FORCES. (lb) - Max. CompJMmt Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 ocpudins. BOT CHORD Rigid rx6Ng directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-se0ond gust) Vasd=124mph; TCOL=5.Opsf; BCDL=5.Opsf,, h=16ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconwrrent with any other live loads. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI?PI 1 angle to grain formula. Building designer should verify capacity, of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 2. LOAD CASE(S) Standard �-o � -srnrrrcaFf-1 � 8 4 1 1 2x4 II 20 II LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in Qoc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.64 Vert(LL) 0.02 1 n/r 120 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 1 nh 120 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 4 rda Na BCDL 10.0 Code F13C2017/iP12014 Matrix-R Weight 13 lb FT=20% LUMBER BRACING TOP CHORD Zx4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 24)-0 oc pudins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 64)-0 oc bracing. REACTIONS. (sln) 5=2-0-8 (min. 0-1-8), 4=2-0-0 (min. 0-1-8) Max Horz5=87(LC 8) Max Up1i05=101(LC 8), 4=23(LC 1) Max Grav5=332(LC 1), 4=33(LC 4) FORCES. Qb) - Max. Comp./Max. Ten. - Al forces 260 Qb) or less exceptwhen shown. TOP CHORD 25=2901116 NOTES- 1) Wind: ASCE 740; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsh BCDL=S.Opsf; h=16ft; Cat 11; Exp C; End., GCpi=0.18; MWFR3 (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 psi bottom chord live load nonconcument with any other five loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) 4 except &-lb) 5=101. LOAD CASE(S) Standard fst /i/i �\CENg, .,.Xi i 41 Job MW-0SAvalon Spec Avsl.n Ueddepa aw of MVB Valley 1 t Jab Reference o onal ._.- ID25Yse447lanmi295MnodCoyODN-tHoN7dgkr6dlDir)ZcOLAmgOURNUnpPOipByTAzvTsx -2-0-0 2-0-0 r 2-0-0 I 2-0-0 ' 3 5 4 20 11 2c4 it LOADING(psf) SPACING- 240-0 CSL DEFL in (loc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.64 Vert(LL) 0.02 1 nir 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.02 1 nh 120 BCLL 0.0 Rep Stress Ina YES WB 0.00 HOrz(CT) -0.00 4 Na Na SCDL 10.0 Code FBC2017fiP12014 Mab&-R Weight 18 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 5=2-M (min. 0-1-8), 4-2-" (min. 04-8) Max Hwz5=87(LC 8) Max Uprff6=-58(LC 4), 4=67(LC 8) Max Gmv5=332(LC 1). 4=17(LC 3) FORCES. (b) - Max. CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 25=300197 BRACING - TOP CHORD Structural wood sheathing directly applied or 240-0 co puriins, except end verlicals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-101 Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.Opsf; h=168t Cat IF Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires contrnuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) 5, 4. LOAD CASE(S) Standard I( ICI f8L PE 76051 A i C Job Truss Nss ype y-arrAvalan Spec Avalon aditenaneamar Vt Valley 1 1 Job Reference o ticnal SouUlem �lUSs. Ft Pierra,ft, 39951 - ran: a.jw q 1A P 1 ID:25Ys9447Wnmdg5MnodCoyODa-tHoN7dgla6RDirXC01Am9OdXNT9pPOipByTtA--Ts: 3A = 3 2x4 LOADING(psi) SPACING- 2.0.0 CSL DEFL. in (too) VdefI Lid We 999 PLATES GRIP MT20 2441190 TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) Na - TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n1a - n1a 999 8CLL 0.0 Rep Stress Ina YES WB 0.00 HarACT) 0.00 3 We Na Weight ll lb FT=20% BCDL 10.0 Code FBC2017frPI2014 Matrix-P LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purl TOP CHORD 2x4 SP No.3 BOT CHORD Rigid calling directly applied a 10-0-0 oc bracing. SbT CHORD 2x4 SP No.3 REACTIONS. (s¢e) 1=4-0-0 (min. 0-1-6),3-0-0-0 (min-OA ) Max Ho=1=14(LC 4) Malt Uprdl=34(LC 8), 3=-34(LC 9) Max Grav1=124(LC 1). 3=124(LC 1) FORCES. (lb) -Max: CompJMax.Ten.-All farces 250 Qb) orless exceptwhen shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vultt'160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16ft; Cat 11; Exp C; Encl.. GCpI=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bell= chord bearing. 4) This truss has been designed for a 10.0 last bottom chord live load nonconourrentwith any other Ibre loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3. LOAD CASE(S) Standard \\\\\\\\11M1 I l8f l� z � LPN -- i \CENSF �jo PE 76051 d )MIAL ►II(Il\\\\ 7"