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SOUTHERN TRUSS Southern Truss 2590 N. Kings Hwy r Fort Pierce, FL 34951 (772)464-4160 * Fax: (772)318-0015 Job Number. • • �. • ~ �• �, 8368 Customer. GHO Homes Name: MW-2058 - Avalon Address: Lot2058 Meadowood City, ST, LP: Indian River County, FL General Truss Engineering Criteria & Design Loads Building Code and Chapter: Computer Program Used. FBC2017/TP12014 I MiTek Version: 8.31 Aug 1 45.0 psf ROOF TOTAL LOAD N/A Wind Building Authority. 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) Indian River County No. Date Truss to# 1 03/16/20 Al 2 03/16/20 A2 3 03/16/20 A3 4 03/16/20 A4 5 03/16/20 AS 6 03/16/20 A6 7 03/16/20 A7 8 03/16/20 AB 9 03/16/20 A9 10 03/16/20 A10 11 03/16/20 All 12 03/16/20 Al2 13 03/16/20 A13 14 03/16/20 A14 15 03/16/20 A15 16 03/16/20 A16 17 03/16/20 A17 18 03/16/20 A18 19 03/16/20 A19 20 03/16/20 A20 4/ 21 03/16/20 B1 22 03/16/20 B2 ' 23 03/16/20 B3 24 03/16/20 B4 25 03/16/20 BS 26 03/16/20 B6 27 03/16/20 Cl 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 drawin . Engineer of Truss Design Package Brian M. Bleakly FL Reg. Eng. No. 76051 2590 N. Kings Highway 10 Fort Pierce, FL 34951 Date Truss ID# 03/16/20 C2 03/16/20 C3 P 03/16/20 C4 03/16/20 CS 03/16/20 CJ3 03/16/20 CJ3C 34 03/16/20 US 35 03/16/20 CJ42 36 03/16/20 D1 37 0311612D D2 38 03/16/2D D3 39 03/16/20 D4 40 03/16/20 DS 41 03/16/20 D6 42 03/16/20 D7 43 03/16/20 DS 44 D3/16/20 D9 45 03/16/20 D10 46 7/16/20 Dll 47 03/16/20 E1 48 03/16/20 E2 49 03/16/20 E3 50 03/16/20 E4 51 03/16/20 H1 52 03/16/20 H2 53 03/16/20 H3 54 03/16/20 H4 I No. Date Truss 1D# 55 03/16/20 H4G 56 03/16/20 A 57 03/16/20 J2 58 03/16/20 J3 59 03116120 J3C 60 03/16/20 J4 _ 61 03/16/20 J4G 62 03/16/20 J5 63 03/16/20 J5E 64 03/16/20 J5G 65 03/16/20 J6E 66 03/16/20 J7 67 03/16/20 J42 68 03/16120 MV2 69 03/16/20 MV4 Page 1 of 1 TYPICAL DETAIL @ CORNER -• HIP NOTE: NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. (Z) UP TO 265A = 2-15d NAILS REQ'D. 132.5r per Nail (D.0_LFactor=1.00) nds toe nails only have 0.83 of Q UP TO 394i = 3-16d NAILS REQ'D. S lateral Resistance Value. j 12 �n Sn SCA� J7 HIP GIRDER CORNER JACK GIP.DER use 2-16d toe nail TC E Be. H7 n Typical jack 45' 1 -� attachment use 3-16d toe nail TYPICA_ CORNER LAYOUT & �-16d Typical Hip -jack' attachment CHORD HANGERS FASTEN ER GIRDER JACK J1-J3 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - - - - -- 2-16d nails ----- J5 TO HIP JACK GIRDER ' TC - - - - - - - 2-16d nails - - - - - BC - - - - -- - 2-16dnails ----- J7 TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - - - - -- 2-16dnails - - - - - HIP JACK GIRDER (CJ7) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - 8C - - - - - -- 2-16d nails - --- MINIMUM GRADE OF LUMBER LOADING (PSG 1f STIR. INCR.: T.CL B.C.2x4 SW J2 B.02x4 Sit 2 WEBS 2x4 SYP Na3 TOP BDTIbM SPACING 20 00 24� D 10 O.C. FBC2017 I SOUTHERIM TRUSSTRUSS Fort Pierce Division 2590 N. Kings Highway, Fort , FL 3495 C O M PMW E S (800)232 01509 ( 2)464-4160 //wsw� hmrta�4m Fax:(772)31 B-001 6 Hrran M. Bleakly Struet Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 TYPICAL DETAIL @ CORNER - HIP NOTE: NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT -` for Wood Construction. 132.52 per Nail (D.O.LFactor=1.25) UP TO 265i 2-16d NAILS P.Eq'D. nds toe nails only have 0.83 of UP TO 394y = 3-16d NAILS REQ'D. lateral Resistance Value. 12 1E --CA) --n >CA) -n CORNER JACK GIRDER u1 u] N Y1 )J3k� i I Tn ,� v cvs i HS (MP GIRDER) `.` (Z) AG) �` use 3-16C to nail TYPICAL CORNER LAYOUT 2-16d n Typical Hip —jock' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — ——— ——— 2-16dnails —— ——— J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — —— — —— 2-16dnails —-——— TC — — —— — —— 3-16dnails —- ——— BC — — —— -—— 2-16d nails —-——— HIP JACK GIRDER (CJ5) TO HIP GIRDER TO — — — — — — — 3-16d nails — — — — — BC — — —— — —— 2-16d nails —- —— MUM GRADE OF LUN T.C. 2x4 SYP ¢2 B.C. - 2x4 S1'P Q2 WEBS 2x4 S1P No.3 LOADING (PSP) STR. INCRe i,FBC2017 L D TOP. 20 l BOTTOM 00 TO SPACING 24" D.C. S®69THERM Fort t Pierce Division pp p SI 2590 N. Kings Highway, Fort Perce, FL 3495 COMPANIES (800)232 01509 (772)464-4160 r1 //. Bh�mwamm Fox:(772)318-0016 Brian M. Bleakly Struct Eng #75D51 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4150 2 o c S Hangers Face Mount Hanger Charts USA lek - __ - - - - Job1size - _ _ .. Scek No:7 _- ., ' ; .. "ReL if& _ �• _: 02oe t-; •'.: �•-ay'y d{P='Fastener S-hsduku'.}: :. Mmiabb Loads VLh '. . � :'. --Max Joist =W--'. ^N�.��0 A =':HZD-::ON NO: 100-�115%12.i96 iS60Y.''�:�-Ref: JL24 LU24 20 t_M6 3 1_12I ISMS - 4 tad 1 2 I lad =1-12 ::473. 540 ':SBO. IT 320. S. R5, F2 4 led 1 2 lad x 1-12 1 550 t 640 .I` 625'1: 320 J124IF-rL - I 18 1-M6 3-1/8 1-12 - _ 4 1Od Haa 1 2 lOdxl-72MG 4651 an5:1 580:4 280 ': 31, R7, I F32 4 166 HDG 1 2 I lad x1-12 MG -55a:I 6151 6a5:1 '280: 2x4 JUS24 LU524 18 1.9/16 3-1/8 1-V 1 1 - 4 lad 2 lad '675' 775.j 83S I 570 SUH24 U24 16 1-9/16 3-1/4 2 1-aM6 - 4 lad 2 lOdX1-1/2 500 .5631 605:I 350 . S. 4 fed 12 10dxl-12 '�590 M-J 720 380 HD26 HU26 14 7-M6 3-1/2 2.12 1-tl8 M'o1 4 lad 2 10dx 1.12 ; bt56ii 745 365' R5, F2 Ma 4 ' 615 6S 1 745 1 an- . -- _ JL26 �{7:1ll26: -_+ .... i. .:••:-�_�:,. 201-7:9fifi 4.3/t12. --s, 'ISfl61i^- 6.'-'"._�'-'tOd x'F72:. 7HI 805I 870'1 650 ;fi::1irJ.1.i 4.1 - 10d"z 1.12'I B401 9Sb11a45. 650- ' JL261f,12 8 'IWHDG _4.110dxl-12HDG1 6951 Boo S7D-1 730 31, In. F32 HDG.}-b 110d.x l-12 HDG 830 �1 .°30 1035{ 7301 ' _'16d 'JOS26'„ , 1d1S26:..1: 18 '1 4 17Dd;-1..4 '.::.10d : 1 87.0 lox I I0BO:I 1115 .> 5, ti5, F2 ' 16US26. - 'J' -11 26 .1 -76 ` i1Jfi 6{' S7nG •':2 . :'.t • .. - : .6' ; �t0tl°t J. 6 ` ;' 7Ad.- . 1 1285I 1475 16ti so . i31, R1. F32 2z6-: -' ;�. 7126i:>'; Y. 11fi? y3f76 : S7/B' ' 2` 7 16 . . "lad: ' "-0: '-.tOd Yt-M - 750 f 640. 910: 1- 755 : ad V-4- -lad z 1-12 -I Boo ITom I los01 755. 16: 1-5/8- 571161•. 3:-V. Z J-'- 1144 16d::t.e i.: .' lad 276a" 1314013345I 7925 I - 'HD2fi HI26"': 14. 1-9/16 3- ;12 2 -012 : "1 /8 tdin 4 '�.t6d' -.L.: . 2 � ,tOdx7-72' 615 695 j 745. 1 : 355. 5, 616 6ti 1 745 50 S - 6d"fi4 -12On X11028 I- _ .d. 13901 149] I 787 ' F2 71 223390 1390t 1440I 825. JL26 LU26 I 20 l-RM6 4414 I1-72 15116 - fi 1 1 1 4 1 10dx1-12 1 710-1 any 1 870 1 650. fi t led 4 1 10d x 1-12 840 1 Sm t 1045 I 65S - JL261F7Z WC26Z 18 1A/16l 412 7-12 _ _ ,6 tOd HOGI 4110dXt-12 HOG 695.167a1870'I 730 I 31, R7, F32 6 76d FmG 4 11adxl-1/2HDG 830. 950 1035 730 JL28 LU28 20 I-RIS 6-SM 1-12 15%16 _ 10 10d 16 I lad 1-12 1190 1295 .1295I '855' fi 10 t6d 6 10d x t-12 14DO 16M 17461 6a4: JL2SIF-R - 18 1-9f16 6-1/B 1-12 - _ 8 7Ol F�GI 16d 4 I1Di X1-12 HOG •930 -10S51 i160I 730: 31, M, F32 8 HD6 4 110dz7-12 HOG 7705j 7215{1M5 730 JUS26 LI1326 18 1-9116 4-13hfi 1-3/4 1 - 4 lad 4 j lod .670 1000 10BO 1115' JiJS28 LU52H 18 1-9/i6 5518 1-3/4 1 - 6I 10d 4 tOd 1710 (127011375 .1115 5, R5, F2 2x8 MUS26 MUS26 18 1-9116 Sifl6 2 1 - 6 lad 16 lad 12851147.5 1 T605.1 865 31, Rt, MUS28 MUS28 18 11-9/i6 7-11161 2 1 1 - B lad 1 8 10d 1710 119701 214G 1 1230 1 F32 SLH26 U26 I 16 7-9/16 5-1/8 2 1-3/16 - 6 tad 1 4 I lad x1-12 -]501840 1 910 755' 6 t6d 1 4 I tOdx 1-112 1 88a.1 1000 11680 755 S11H28 - I 16 1-9116 6-518 2 1-3116 - a I lad 1 6 1 10dx1-12 1000I 1120 12101 8DO ' e l lad 1 6 1 lad x1.12 1175 133511440I 800 I HU926 NUS26 16 1-5/8 1 S7%I6 3 2 - 741 tad 16 led 2760 31401 33451 1925 - 5 HUS28 HUS28 16 1-5/8 7-3/1fi 3 2 - 1 221 tad 1 8 1 16d 477D 14345 14345 1 2570 R R5 HD28 HU28 14 1-911fi S1/4 2-12 1-1/8 t&n 8 76tl 4 SOdz7-l2 �1230I 139011490 780 F2 flat 6 1230I 139011490 825 HD210 HU210 'I 14 1-9/1fi 7-3A6 2-1/2 1-1/8 �� led fi 10dx1-12 I 1MI2430•I 2fi101 117� 1) LIM bads have been Inawsed 80%far vAnd arsebmk foods; no firmer inmease stall be permitted. 2)16d snkers (0.148 da x 3-114' long) may be used at 0.84 of ore We bad where lad=mom are spec fled. This does not applyto JUS, H0, MUS start nail hangers. 3) For= HUS, and MUS he g= Raft mastbe drivenata 30°to4e`Angie ihrou9h dleloistartrua mhthehead,,to achievethelame toads. 4)NU-',IOdx1-12'vans2re0148•da.x1-12'grg,10d=1 are0.148'dia.x3•hn9,16dnailsare0.l62'dlax3-12'la-4 Navp lulls or updated productirdam-Am are designated In blue font. Corrosion Finish FlStainlew Sbael E?GOId Coat 1=HDG ®Triple Tina 112 Continued on next page ;ar`A Hancam Face Mount Hanger Charts ( w_ _ .IblsiS"¢e: _: StndcNo:: JUS24.2 .pet. No. 11SIS242 Ghge I 18 Dirtier§ions (nj.'.,::%: x/ ':" Fastener.Shedufe... ...: ` ,:I .: � :OF15P ': r:: �;.:..., Alloviahlelnads (1.6sJ°. - �_:...- a •- ': .Ref.:. 'Header: -��Jaxst-,''.: Wi 1 3-118 .78.=.: 1 3.7/i6 ,'U: f 2 'A.. J 1 -Haz - -_� _- 4 � � _ ':;Nmt 1 16d -= I 2 Nag 16d Fioor• : _:'Roof . .UpIiR 400%,1151F I- SDS' ''920 125% 160% (2)2x4 SJH24-2 U24-2 16 I 3-1/8 3-1/8 I 2 1-1/8 _ 6 lad 2 10tl ' 750: '840 j 91U'{ - 380 'I 330. 6 16d 2 lad 1.E90 -1003410801 HD24-2 HU24-2 14 3-1/8. 3-12 12-1/2 .14/6 - 4 . 16d, 2 tad -615 .'6% 1 745. -- 3g5'.f " HU524-2 1 14 3-1/8 3-7116 2 1 - 4 16d I 2 16d .:850:":9�5;1 1040 1 495 '{ I _,:-1: HUS24-2IF JUS2 2^•-"'(-C[IS26-E;��.`=7S'':-37/8:'{:5-YJ4+'f. - 1st 3-118 3-7/i6 I 2 .2 1 f 1'f-^ - 4 4'1;16d 16d _#':,4: 2 16d 116d- :'850: IM -965,1 I 118511220{ 1040{ 425 1.55 "1 - '" SUH26-2''-, -" -... , U2b.2 =. •; - ..-:_ :..1fi :. !, (3-1/8', ,. , 54116 .• . .I' 2 1:1/8 ". _ '.'..10 ' 10' `-10d' � ..4- I lad 1250 140511515 755 1s001 755.E 16d -::4, I lOd` 1470' 1670.J Tz1Zx6. H124-2 r' HUS26-2.". t: HU24-2--_1,-14..1 f-HUS26.2-:'-:=-14% 3-1/8 .3-118 {: 3.112 •5-]!4 .j 2-12 { :2 {1.118'�;. k-7?:I'-:-'::4'=j' c,:f-4-1: 16d'. 16d 2. '-4-i had i6d' 1 615 1085 J MS 1235 745 I 386 J 1300 1155 Hu526-ZIF• } HUSC26-2" rj ' 1st' L: 34A :f 3-1/8 :...5-1/4 -5,V4 i :2 '2-72I1.1/8 fr.:.1 .: { -c.. Min 4 -72 , tfid' 16d .4 . �:6. 16d .1�- 11085 1�23013B1 1235 ism 1755 1 14111 .7170' 1 ISM '= H026-2�.- '.;�r-HUC26-2 -.� JU526-2 -°. 1 LLS26-2 :.14" .'. 18 -34,18: f 1 3-1/8 5-1/4 1 5-1/4 2-12 .I . J 2 :'--j 1 1 .Mn - 877 - .''6d ...I 16d :.d 10d ( 16d 1230 t�017490J'.780- zz351: 1170' 11 1355 :. Max - 12. 4 -a' 1 4 1850 1 10401 2085 11851122al JUS28-2 LUS28.2 1 18 3-1/8 7-1/8 J 2 1 f - 6 16d 1 4 1 lad 11325 1510 16451 "1355 I SUH26-2 U26.2 I 16 I 3-1/8 5-1116 I 2 1-1/8 _ 10 1 lad 4 1 lad 1 1250 -14051 18aG1 755 1 10 16d 4 led 11470 1670 SUH28-2 - 16 3-1/8 I 6-1/4 I 2 1-1/8 _ 12 10d 4 I lad 11500 1685 1111 755 79751 755'.1 12 16d 4 1 lad 1-1765 '19151 (2)2x8 HU526-2 HUS26-2ff HUS2B-2 HUS28-21F HUS26-2 HUSC26.2 HUS28.2 1 HWC28.2 14 ( 1st 1 14 I 14 1 3-1/8 3-1/8 3.1/8 3-1/8 5-1/4 5-1/4 1 7-1/8 7-1/8 2 1 2 2 I 2 1 1 1 1 f- - - - 4 4 5 6 t6d 1fid 1 l6d 16d 1 4 4 6 6 16d i6d 16d 16d 11085 1085 1625. 1625: f-.imj 1235 1850{less{ 18501 1300 1 ti55 1300 f 1155 781a 19?5 I 1810 5, HD26-2 HU26-2 I 14 3-1/8 5-1/4 I2-VJ I1-118 td'm Max 8 12 16d 4 lad1230 d390114901 780 1 ( 1170 1 F2 6 -I850 :20851223-a HD26-21F HUG26.2 I 14 3-1/8 15-1/4 I2-1/2 _ tAtn 8 76d 4 led '1210:1a90114901 78f1" htax 72 6 -185a 2085'22351-1170 1 1028-2 HU28-2 14 3-78 7-1/8 2-12 1.1/8 'dui Max 1 10 14 16d 4 lad 1540 17351111651-. 780" { 1170 6 2155 243012110 1'JUS210-2.':- HD28-21F JUS2&2:.`.--.' HUC28-2 LUS28-2','1.1=. . LLIS210-2 "' �:, 14 IS. J:3-7/8" 18' 3-1/8 : 3-1/8 7-1/8 I2-12 7-7/8:.1' 9-1/9' 2:.: Z` 1 - .1. ' 1 Min 18 16d 166+-4' 16d 1 4 lad 1540 173511865 f: 780: 7110 " 1645 -1355' fy 2290 1980 Max k'.-: -' 14 6:. 8...1 6 6 1 16d. 16d •1 2155 7325(_1510f 7845 243012510{ 21051 SUH28-2": " I ' % I 16 .. 3i 118 ..6-V4 2,`.:�1.1/g 7_ : . .. 12'.{r tad. . 4 (IOd 1500 1665116751 75b .12 16d ''4 lad 17651 19151 1915 755 ' - SUR210-2 • U210-2 _ : ifi �3-1/8 18-9 - 1 6 '2 -� 1-1/B . " .._ .' .. 16-{-hilt 16. --16d - ' 6 6 - :10d 1 lad 1 2000 2350 22451 26701 2420 1 1135 ' 288a 1 1135 ' . f HUS28.2 ' - HUS28-21F (HUSC26.2 ' HUS29.2 , { ° -14� �,.14. : SAIS .3-1/8 .-7-1/8'1 -7-1/8- . 2, 1_ `2' l - '1''':-- - .1 1 6 -1 6 116d 1- 'lt6d 6- ;6: :16d 1 t6d'17625. 1625.f'1850 1 1850 19a5 1810 1935 Isla (�2z10 H028-2' - :HU28-2- ' '. ,1st` : .-:. :7-1Ja 2-712 11/B 'Mon Max 1a- 14.1; S-d 1 -4 - 6 1-: 1540 2155 1 2430126101 ISO F 7113 1170 '- H028-21F, ' :. .. ..I' . HLIC28•T.': �,:14' 3-t/6: :Z-1J8 2-i2: .. -. Mr, 10':: ;i6d •. d hilt. _.,. 1540 1735 190 780'. Max '.1st. B. 2155 24301251U1 11-10 - -HIIS210-2: :: _HUS210-21F -:' HUS210.2 .1''d4 HUSC210-2 f'3-1/S. .14 .1-3-1/8 9-119 'g-1/8- : 2" �'1 : 2^.'7,- ,.=- --'....8. B' J f'.16d 16d 1' 8: -1.16d ;8: 1',16d IZ1Z01.2465 12170 *246512650f 26501 2210- 2210 HU2111-7: `, . .�.:.- 1st ".. I: ;3-1/8 '9.' e I 2-72 .: .1" -1-1/8 Arun J714 Max' �. 20 -' 1Gd .:..,. .110 "•6,.' '-� ,hilt .. :. 2155 38M 2430. 3476 I 25f0 '1170 3725 :1950 ' ' - HDa210-21F J. 'HUc21a:z ..:14_ HU=0-2'.1 �.'3-1/81 :'14 3-1/4 1 11 '- 9. I 2_a!Z �' FFF 3 11.12 _.. fdin :1st. ':16E • _ •' W53 1 '6 -hilt 255 243012610 :-1770 RI, F32 16i ' ;= 20: 12. I. �18 6-1 ., ,. WS31 3090 5015 3475 5590 J 37S j t9� 55901-.2775 1 N 131, 11 upmt loads nave been matasee 8015 mr9md w setsnb bads, oo fiudher fnveasa sha0 be pemdth4 2J 16d sinkers (0.148 dia. x 3-1/4" long) maybe used at 0.64 of the table bad where 16d=ambrm are spedfied.This does J115, not apply to MI6, MUS 3) FbrJUS and HM hangcts Nails must be driven at a3D°to 45'angletrough the )old br truss into the headerto adlisve the tabir..loads. 4)WS3 Wood S=rs 114' long staid nmt hangers. :.a -bra are x 3' and are Ixluded with HD0 hangers. 5) NAILS; lad nails are 0.148' dia. x 3' long, 16d are 0.1�62" ck long. New products or updated product information are d^.sf �X fnnt. Corrosion Finish MStalnless Steil Gold Cant MiHDG 131liple zinc H 114 Continued on next page Pargers Face Mount Hanger Charts ffek` ' . :. 3olet Size ..... . -. - . r 05P-.. �'�Stwxtla."': �.. ~. ... Re1.Na . i::.. Steel: Gauge C l'. .. ;0_ . .• ...ADmaahle Leads N=1 0 S.e - a :� Ref. .. ". Heads-�� c f _ ; J6ist :''- rW -[H' - - D -: •' .-A iF4hJt,_ max .:OLY -..�.. :.i.:..: <NaO .. OLy NaI1 _ Fnaf'S Ronf:' UWdt 100%]75% 725% 1®% SUH314 H0314 I U314 111 HU314 ( 16 II 14 2-9/16�10-9f16I 2-9fi6I r 11-5h6 2 2-12I I1-1RI 1-1/8 - 18 I lad I 6 11Ddx7-12 �225DI 2525 21251 1135 ., 18 16 1ad led 1 6 8 tDdxt-12'I 10dxl-i2 2645 24651:278D 359514170 -30DO 33101' 2830 }44351. 1135 1280 204S, tfa 24 12 3x16 HD314E I HUC314 14 2-9/I6I 11-5/16 2.12I - MIn 1 11 ISd 8 10dx1-12 1 2461 13595 2780}2330"1 4170 44351 -1280 211451 Max 24 12 H0316 HU316 14 2-M6 I 13-S16 I 2-12 1-1/d I Min 78 lad j 8 tOd z1-12 2" 4005 M25 1 4435 slim 4435 ism 12345 Max 1 26 12 1103161F HUD876 ( 14 I2-2n+3-06 2-12I - Na A'ax 118 1 20 led 8 lodx7-12 .277a 4035, 13125 443514435 335'1 1550, 1 2045. 12 ':(2J3X8 ( f. H035-z, HMS-z _' 14 5-1/8'I:6-113 Ai2p}-V84. 4 I M'm y Maic .la: J. Ta .led ' _ 4 6. .1 oQ. ,.11540.�1735 tb5-a)'760 2765 z438 2M 1170 (2)3x10 H038-2 (HU38-2 14 5-1/8 16-118 2.12I 7-1/8 n 1 10 16d 4 7 fw Y 7540 1735 78G51 780 Max 14 6 215�1243a 2fi10 1170- H0310-2 I HU370-2 .14 15.118 8 2-1/2 1-1/8 Min 14 led 6 lod 2155 12430 71i711. 7170 If Mex I 20 to 308a (3475 3725 11625 .j2j.3x72 :. '. i H0312-7.:e�, ' .: .. NU3 2-2 `. i 14 512, : 10 ......{' It - 212 1 �/8 " Min MIT I lfi; 24: ""' lad 8:' j- ; "' ' +�� :. � 12465 27B0 2980 1065 12,. l3695, 4170 4470 2340. (2)3 xl4 HD312-2A I HU312-2 I 14 15-118 J 10 I I2-12 1-1/e Min 1 16 led 1 8 tad 246512780 HBO 1DS5 Max 124 112 3695 f 41702 91 2340 ;1 JUS2&3 a '- : . ( WS263 .) 18 1 4-5/8 1:- 4-12 1. 2' I 1 ; • -: J _. 4 led 1 4.1 - led . Y 1040 11125 112201 1355 I SUH25-3 -' ._ 1126-3 _ ifi 445fd. .5-1f4 1r 2 7. I 7 'I ._: } 1 6 lad Y :2 - - 10d 10D0111H1 J 1T65 �0 8: j lad 2.. .. 10d' .J 1165I 1165 1T651 390 (3J2xfi... HU26-3 - i1 �4: 45/8 - 4-112, -... 2-02 I- 1-1/8 � "( Mm Max f : B''. 1 12. '16d -. I�4 1. 6 .j::: Y "l 1 723t1 11390 11497 j 7B0 j J 5, 19MI 2085 2235 1170 1- P 211-MnS:1: . ` : . 4 - 1H-3:•12301739I1490. _ 1184501 78(I R5,HUC26 F2 J Ma 1-12- 208.S 12236 1 1170 . US25-3 I W526-3 18 1 4-0 412 12 I 1 1- J 4 I led 14 16d 11040:f 1185 112201 1355ml J993 1 LUS28-3 J 18 4-V81 6-3/8 I 2 1 - 6 16d 4 1 16d 11325 1510116451 1355 SUH26.3 I U26-3 I 16 14-5/8 I I 5-1/4 2 I 1 I - 8 lad 2 I lad t0DO 1120 }1165 . 380 8 t6d 1 2 tOd 1 1165 1165 Y 71651 380 .11 (3) 2 x 8 HD26-3 I HU26-3 14 45/8 fr 4-12 2-1/2 1-118 led lad law 780 Max 2 6 J 12301 -22351 To 2G-31F I FNL7b3 I 74 145/8 14112 2-12 - Min J B 16d 4 tOd 123a UW 1 14901 780. Max 12 6 7850 1 2W5 122351, 1170 H028-3 I - I 14 4-5/8I 6-3/8 2-1/2 1-1/8 Min 10 led 4 tOd 1540 11735}1855 1 7BO max 1 14 fi 2158 2430 2610 1 1170.. HD2.&31F I - 14 ( 4-M 6-38 2-1/2 _ Min 1a 16d 4 10d '1W 1735 1865 780 Mex 14 6 .2755 2430 26101 1170 JUS28-3.".>4:1 W52&3::.='.18=4 4.5m f- 6-318. 2 1-1 .'.:= •.fi. .16d-f -4 j '. .16d .11325 151a 1645 1355 ' JUS270-37• -' ; W527a-8'.I 'la 14-5/8.,J B-3/8 2" .1, { =',I 9. .1fid' 6't' 1641184512105 122901 1986: 9JH210-3:' 'U210-3 -: 76: ;-5/8 B-3/8. : Z:. t: ,1;- [-- 14 1,10d�- 6- 1 lad � [171111�1965 2120 N'll 14 16d ' 6. I 10d .. 20M 2335 2520'1 1135 Min i Imll 780 6. J 2430 170 - .. , _ • , - . _'_ _ �. 1461318_.. I4. {-3/gI 2-i2115401173516d. "14" lad,:,Max - 18S51 -780 . 6 2155 243% 26181 1170- .('H0210:7. :� 14- 145Itl &V4_ 2-12 7r1/B ,�°a- -14- .2a. 'tfid. .: to ... - lad " 216 2430 2670 7170 30790� 3475 3m 13r0, .. ND270.31F. :' 11 HUC210-3'l.: " I 14 '4if8I &1/4 2=tYL:?-.'! .,.: Mm .:14; 16d' ' 8.> .. tOd ' - 2155 2430- 2670 J, 1170. _ M f �- 10 3= 3a7s. ins 1950 HD0210-31F :.' j HUCO2f 0-3 ' 14 4-518 f 9 - .3: 1= -r.- 1:12 I W63 l 6 J- W33 15015 55911 .55901 2975' 131. R7, 332 11 UPoa paos nave been mae2sad 50%forwmd ar sesmic load; no further hlaem stm8 be pamfUed. 2) i6d sinkers (0.148 dia x 3-1/4' long) may he used at 0.84 of the table load Where 16d commams ara specified. This does not apply to JUS, HUS, MNS slant nab hangers. 3) WS3 Wood Sorr45 are 1/4' x 3' long and are Incbded with HDO hangers 41 NA831ad n2a are 0.148' da. z 3' long, lad nags are 11.1fi2' dia.x 3-11V long. New Products Or Wda@d product iM smabon are designated In how foal. Corrosion Finish OlStainless Steel E3Gold Coat E3HDG HTdpie Lnc Continued on next page 117 Hana6rs Face Heuer# Hanger Charts __ Joist Sire ,- i Stock No. . Eel. No. - _ -Sigel -Sled_-..' Gauge _ -"0lmensons (m).•... - Fa^Ienei5diedule':: [' _:. - 1:.- .DFISP '-`': .: Loads (L1=5.) - • • {i .e..1 E - .'= Ref.' = Header.All ; W 'H . 0 pia A h9nj':} Max -_ :-Nail - _-,t `-.. {:• Nall:.• -t800rCode. 1611% 17596 12596 19J% JUS46 I L.USW 1 18 3-5/8I 5 2 1 1 1- 1 4 760 1 4. tfid I1040�'1TH57270.1 :-3355:: SUH46 U46 76 I3-9116 4-73/16 2 1•i!8 _ 10 lad 4 lad �12501 1405 J.1515 I 755 1 '755 '4 10 16d 4 lad 1470 1670 1800 HUS4fi HU546 14 1 3.5/e 5 2. 1 - 4 16d 4 16d . 1035 '1235' 1300 .:1155-I 4x6 HUSS�IF I HUSG46 14 3-5l8 5 2 1 1 - 1 4 1 1fid 4 16d -1085 °12381 1300 1155. H046 I HU46 14 I3-911a 5-1116 2-12 1.1/8 tdin 8 lad 1 4 lad 1230 IM:1490'1' 780' 1-41170 Max 12 fi 1850 Y20115 2235 HMF HUC46 I 14 I3-GA6 5.1/16 2-121 - Min Max 8 1 12 76d 4 10tl 1230 '1390114911 790.. 1170, 14 6 IES012085t M351 2.1I =�;.4 1.-.tfid'i:4;'1 `16d'a:I l0aa11185'I 1220 7355' ..' JU349.. ..'• 111548 ...j 18 .3-5181' 6-7J8 1. 2 ` 1' .Yip._:. -6' t6d I6d---- l33l 15laI l6451 130 - ... :: S.hi46-. .:: •.' ' HUS4SF2 HLE48'=:--{HLIi48 �.N46': :� { •. I. HI1346* HUSC46 7114-Y 76 L •. ' 14 .1: ! :14.: 3.9pfi '' 3.5/8 i 3-5/8 3-518I7: 4-131i6 =' is , .S-:. T.' I .2... '' 2 A : 2 �. 2I 7-1/8: - .1..... ... :17I-= �,-: � - - �._.� - ;10 Y Sad .:A- [�i:.10i1'7 11250 1405 1515 �755 . 755 1 1755 1 1 1158 1 Isla. I- 1U- • 4, 4 . '6 .; 16d -St6d 'C-4 .t6d 1. 16d 1:. 4 = 1 4c I F.;Y=-16d_=j : ' .10d :- Y <-:16d :'-I - : 16d >_ 11470 tOB5 10851 1625 1670 123511307 1235 18m 11800'1 { 7300 11sisI S zB. HUS48IF I'HUSC/.8 '.1 -14 i 3-5/8 Y :7 . 2 i 1 - 6 I' 16d 6. 1 ; :1ad' 1625 1950 lam laic W46 :=: = 54: 3-9/18 .'.5-1116 '2-12� 1.7/B. Min 8 I-_ 4 y tOd '. 1211 1390 14901 780 1 1170 tdax '12.11850I 208; 2235 -' H48 :•:FII; 1t- 74' " :.9- 13-9/161(.5-1Afi 1 - -91 } ' ' 6-15.116 jr2-1/2 L .' • -. i 1-/ 105n.) 8 i6d - - :tad 4 - ' .10d 1 .. -1485012O&SIZ2351 1154 10d .,Zf55] 1230 11390I 14971 780 1170 .780 1170. 5, Rs, F2[ Max 'a- FA--;d 12 S.. 1725 8351 24WI26101. -" B048F -:. ' - t. HUCSB .:' f 14 3-9f16 fi-15/16 12:12 I... �.. _ -: tdin "j -tLmc 10 k 14 .1� :. ',`6.' 4 '1pa .: 15401 173s i 1855 I 7&1 ' 1f7a. 2155 za30 z610 JUS48 i LUW 18 13-5/e 6-7/8 1 2 1 1 1 - 16 16d 4 1 16d 1325 I 151U11645 1 1355 JU5410 1' LUS410 18 3-5/8 8-7/8 2 1 1 - 1 8 16d 6 16d 19451 21051 22M 1 1980 SUH410 11 U410 ( 16 I3-9/76 S-W I 2 I 1-1/8 _ 76 lad 6 I lad 20001 2245I 2420 1 1135 1135 16 tad 6 I tad 12350 26R}12887 1 HUS48 I Haw 1 14 1 3-5/8 7 1 2 1 1- 6 1 16d 6 1 lad 1 1625- IBM1995 IBio' ' HUS49F I HUSC48 14 3-SM 7 1 2 1 - 6 16d 6 lad 11625'.1850 "IM5 1"1810: H048 I HU48 I 14 I3.9/16I 6.15/16 2-1/2 1.118 Min 10 lad lad IBM 1 IM 1 7170. 11 Max 1 14 8 4z70 I I HD48F f HL1S410 1 HUS41 OF 1 FiUG,e HUS410 1 HUSC410 I 14 14 14 I 3-9/16 3-5/8 S-5/8 1 fi-ISM6I2.1/2 8-7/8 B-7/8 2 111111 2 1 1 1 1- la ladWn i6d I 16d 100 16d 1 12170 I6d 1 154011735 7865 780 . 1170 .2210: . 2210.1 Max - 1 14 8 1 8• 1 fi 8 8 1 2155 1 2170 T- 2465I 2465 26Ia 2S50 2660 HD410 I 1 HU410 14 3-91161 B-13/16 12.12 1-118 Min 14 lad fi lad 2155 1 24301 26f0 1170' 7950 Nax I 20 10 308013475I3725 HN101F I HUG410 14 I3.9/ta 8-13/76 222I - Min 14 lad 6 11M .2155 24301 Z6f0 :117a I H00410IF I H000410 I 14 3-91161 9 3 1 1-112 12 WS3 fi t W33 1 50�15' 5593 5593.I 29�75) 37, R7, F32 ,1 �r•�• w=�'f- ucxr eicreaseo oex mrvnna W55enam loans; no turmu lnumse shall be permitted. 2)16d sinkers (0.148 dfa. x 3-114' hng) maybe used at 0,84 of the table bad where 16d commons are specified. Me does not apply to JUS, HX, MLIS surd nail hangars 3) WS3 Woad Suers are 1/4- x 3- long and are included with Imo hangers. 41 NAM, 10d nails are 0,148" dia xa- bng, lad nails are 0.16r die. x 3-12, long. Netvpmducts ar updated product INmmafion are dedgrnted in blue fo4 Conosian Finish QStainless Steel 013old Coat MHDG IRTriple Zinc 119 m MINIMUM GRADE OF LUM13ER ' Top Climl 2%4 9YP 11 SPS ${/111 buttvr� Coll CbvR( 2%D(+) OR 2N4 9p #2N OR SPP Q1/I)2 aT by{tvr WIDV 20 RYF S.I or bvtlor (.)-W MAY or nTppm FROM A 2.0. (PUSHED OR SgLWK) ATIAQN EACH VALLEY TO EVERY SUPPOR71HO 7RUGs• WIRII (2) IOd BOX (O.IaD' % 4.0 .� , NAILS TOE—NLEU FOR F0000 � H A40{D.aal MFAN HERNE, ENDLOSm BUIIm. ' IXP. 0, RmII)ENCW+ WIND 70 DL-O psfi SUPPORTING OUT ROW 2X0 OR lM0 AS REQUIRED :X4 8'-0"max 6'-0"Max Spacing wv"W.' m"� a_9 �H 20'-0" Max 'SES AT 240 O.C; MAXIMUN SPACING, SOU�'HERIU� �--�--•--'- TRUSS Fort Ple Kim UNLESS SPECIFIED ON ENGINEER'S SEALED DESIGN, APPLY 1X4 'r—GRACE, PDX LEHwil OF WED VyALLEY P. SAME SPEWS A10 OMOC OR gCHER. ATTACHED VATH lid BOX {0,1SS'E2 NNLS AT 0" 00. OR OONRNUEUS GTFML dMGINOI EQUALLY STAG FOR 1' C.V. VALLEY WEDS GREATER Y" MNI161UM VALLEY VEIfRDAL HETMIT MAY NOT FACEED W—O", TOP CHORD OF TRUSv DEN WTH VALLEY SET MUST BE ORACm WRIO POOP[F]IL�N AA,�TTAa1IED, MTm DNFATIPNO APPLIED PRIOR TD VALLEY 7➢UP8 IHOThIM110ry ONRUNS AT 24" 00. Olt AS U1AERWRE SPECIFIED bit tt(OINEaLT' SEALED DESIDN W VALLEY TRUSSES USSR W LIED OF PURLIN SPACING AS SPECIFIED ON ENOREERS' PEALED -DESIGN. (.��)NDTE•1)Lgll 111E PURUM N �PAaING FOR OC)!111G WE TOP CIIUno OF -nu: Tnuan DENFATH Tlt YAIL[Y 49 urmunp ALONG 7H6 SLOPE OF THE TOp CHORD, ("") Vd10ER SPANS (,U''((. HE BUILT AS LONG AS 17(E VERTICAL NEKIIR DOES HOT EXCEED 12—D. BoTrolt 6nuav MAY DE sGUARE On PHCHED our AS SHOWN. (2)12d SQUARE CUT gUME CUj "")R)E IDIL TIO4 CHDm T/vx41 VALLEY. Ono OPTIONAL. STUD END VERTICAL not Cal &AS WI� OPTIONAL HIP JOIN)' DETAIL . FRAMINQ TO LL 20 20 PSF TO DL 10' 16 PsF DC DL 10 10 PSP DC LL 00 00 PsF TOTAL LOAD 40 1 40 PSF Dl{Ool [407 1.25 1.25 End-'rus-S ACSE 7 10 ,`S0 MPH `NINE) -SPEED ? ME Bmup p 517 -o Omup A B-tB n E Group 0 B-B L Group A B-tt E Group P i-t Group A a -a t au on Bmo. rn o ¢ NO Brama a_4• .itJT oo n vv e■ SPF t a -a -t 4-t o-o C-B B-B 6-0 v-a' 0-0 o-a B-0- Q� HF 511m _a a-0 -11 4-R 4.. A-1' B—a � 6-u 7-0 7-a' ,.J � SNINMNo p_10• 0'-3.7_p• 0'-J' 0-11• 1 z y:,B• o SP a—v o-B n-v n-o o—o• o—a' U—s 0-0 0 N DFL B ]-E" 0-U' 6-0' o-t' -i' n —a' :E a_ ha o-o -a a -to a-U 7- t B-B o-t ■-o ■-n � 1 ]- C v—v' v—o O H� stun a—v o—o v—v i-1' 7—tr N C3 7- tJ 5P a _o °-z' o-z i-t ' U-z• ■-ato v- t C7 r DFL a -a' n-a• °-71• v-t1• 0-4' a-. trtANBM a to' U"vSPF ' B-it tB—o' to-U• E 1 0-11' tl-0 0-D 10-0' 18-0 U a _x a—tt e- t o-a o-v m-s tB-B O HF A MO 4-R - o E-fo 7o-e C-e ^ i-x y- t 77 o-v v-2 R p N $P F_i s' o-o� to=o• fo_ r DFL 5O1-ITHERM TRUSS COMPANIES i(771)3�u-oo n T r-i Fmc0on Dmdnp a Sol 0m mtpoln@011y of 4un dodpl nor Irmo lublIcalor, ptnoa■ uro cwlk oa LNE UM BEPIEMor; cNNEr1V, Is L/249, PNUWnE'UPLIPr cgN RpoNo TOM rh uUN11N0009 B&VIINo, to P5F 7C tlEAB r1JAC . nAnlE ENO ByUWBPryNPtI1B r WAD FROM 4'-U" . olmoo(1319 1HLANo-° umwmu.N°n% IR" PLYMA'11,°IpUR 0-' •1.' oMC SPACE NNIS AT x" C°. I to" EN zU E9 nrni 4 CB. BETWEEN zogR9. pnn 1pR) 'LH BMCtSI SPACE NABS AT a uu. D. m ,ZONES mu u• Co. BEIPIEEtt ZONES. nB ACILNO MUST BE A MINIMUM of COX Ur WEB (LAB Eml P TESL"B lk to CP B 51311 B TI1 iµAhBhFV�'T 1114 U I Rea LEB9TTINN 11'Ao B'. our Rnh R.en u n Ea a t e n JB TRIG PEA( SPLICE ANU HEEL PWO, ueommm- °" Mmdmoo TBlal IAad BC PSr m6 pot0bn Dmeod IX SPACING AT the C.C. rom ONIng -Fypflcefl Fogg-yb�ack Optedp MINIMUM GRADE OF LUMBFJ2 Top Chord Zx4 9YP dfZ 0r bellar Boll Chord 2x4 SYP #2 or bolter Wabx 2x4 SW � or bailor REFFd1 TO SEAM DESIGN FOR DASHED PLATES SPACE PICOyDACH VFRnCALS AT 4' 00 MA%. T NOµT DINEONO.Y HR D SPUCAES MUST BE STAGGERED so THAT ONE SPUCE MAY OE MPI OFD L/ElIFATH CK of 7 Y Ci°o° of buppdfTlACH PURUNS *10 TOP or FIAT Top CHORD. IF OIRNUURUSS. nFFEN TO RiDINWCS SFArD DESIGN FOR RE014HED PURUN SPACING. THIS1 lrAIlErAR. IS APPLICABLE FOR THE FDLLOMHO WIND CONDRIONSI MPH WIND, 00' MFNN HOT. ASCE 7.1a CLOSED BLDG. LOCATED ANYWHERE IN HOOF, 1 Mi. FROM COAST CAT 1 w a, WIND 70 DUD Par. WIND GO OLD PSF 140 4PH WIND. 0a' MEAN HOT. EFHp�, 010 1�f ]H IrU PSF. UEDD OAN ll_SEPSK HOOF WEB BRACING CHART WED LENGTH REQUIRED BRACING 0' TO 7'9" NO BRACING 1x4 "I" BRACE. SAME GRADE; 5P' -1 AS WEB 7'D" TO 10' MEMBER, OR SERER AND BD% LENGTH OF WEB MEMBER. ATTACH WITH Bd NAILS AT a 0/0. 2x4 "T" BRACE. SAME GRADE, SPECIES AS WEB 10' TO 14' MEMBER, OR BETTER AND BOY LENGTH OF WEB MEMBER. ATTACH WITH 16d NAILS AT 4" D/C. JOINT SPANS UP TO TYPE 30' 34' 38' 52' A 2x4 2.5x4 2.50 3x5 B 4x6 5x6 5x6 5x6 C 1.50 '1.5x4 1.5x4 1.5x4. D 5x4 5x5 5x5 5x6 1 I'�-1DIG Ip C I DIG I D C• I *ATTACH PIGGYBACK WITH 6"x0x1/0 CDX PLYWOOD WITH 4—#5d NAILS IN EACH BOTH FACES ® '4'-0" O.C. MAx. Fort Pierce ' V V GE P— r-e T r-7 C� Bmllon bmcing D ml the TnPDnllbmy of hull dn(gner, plate mme nor Boo Iokkalor, pmmR ermllnpp Ironer DIG eauOoned lu eoek nob oddee regonlingg ereellon brodblg Aleh isofiga requhed to praml I and damNotnp dming e mlloo; and ppM=ml bmdny which may be Mq1 dddk T rl ie opPCwllonE 5ee '01-RI Sumnmy Asti Coaumnlmy oml DOW m lot hmldrog, baldMg k bmchg meld pHs eomeeled rood hmeu TmHn me to W nwim! and fmbned N lodmed In u eholgbl and kmb dam no flGa IN le olmRed dknly to the lop ohorde, Bloy ehon ho bm ,p,, d on the n nigR Tlunee Thug be handle wllh Dmomble eme .we.. 1... 1 M...... Maxlmun Loading 55pal at 1.33 Duration Factor 50pof ul 1.25 Duration Fuclor 47pst at 1.15 Duration Fuclor SPACING AT 24" D.C. L-BRACE DETAIL Nailing Pattem . L-Brace size Nail S¢e . Nall, Spacing 1z4or6 10d W.o.r. 2z4, 6, or lad 8"o.c. Not--: Nail along entire length of L-Brace. ' (On Two-PVs Nar1 to Both Pries): : '. M. u �\ Web LBrace must be same species grade (or better) as web member, Not=_: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90� of web length: L-Brace S¢e for One -Ply Truss Specined Continuous Rows of Lateral Bracing SNeb Size y 2 2x3 or2x4 yx4 �,. 2x6 U'S ^ - 2x8 I 2x8 «. --- Wu --U 1 5u55l rrUTION NOTAP JCABM L-Brace Size for Two -Ply Truss Spedffed Continuous Rows of Lateral Bracing Web S¢e y 2 Zx3 or2x4 2x4 ZX6 2x6 2x8 2x8 «. — r)MECT SUBSTrrLMON NOTAPLICABLE. SCAB -BRACE -DETAIL I ST-SCAB-BRACE Note'. Scab -Bracing to be used when continuous later] bracing at midpoint (or T-Brace) is impractical. Scab must cover full lengih or web +1- 6". THIS DETAIL IS NOTAPUCABLEWHEN BRACING IS REQUIREBA71'1/3-POINTS OR PBRACE IS -SPECIFIED: APPLY 2x SCAB TO ONE FACE OE WEB VVMi 2 ROWS OF 10d (3" X 0.131'j NAILS SPACED 6"O.C. SCAB MUST BE THE SAME GRADE S[ZE AND SPECIES (OR BETTER) AS THE WEB. ' ' �\ MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH=•12'-0^ SCAB BRACE 2x4 MINIMUM WEB-817E• MINIMUM WEB GRADE OF43 Nails� / SecfiOn DEfall Scab -Bract Web Scab -Brace must be same species grade (or better) as web member. T-BRACE / I -BRACE DETAIL Note: T-Bracing / 1-Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 900% of web length. Note: This detail NOT to be used to ceri4ert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace s¢e Nail S'¢e Nall Spacing 1x4or1x6 10d 8'oc. 2x4 or 2x6 or 2x6 16d 8" D.C. Note: Nail along entire length -of•T Brace / I -Brace. (On Two-Plys Nail to Both Pfres) . . alternate position r{ } ,ft '\\\�� SPACING r: t wm 1 � „ ;;k{ t . Naffs Section Detail T-Brace web alternate position Nauss Wes— kBrace Nam, Na T-BRACE _ Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2• 2x3vr 2x4 1x4 (7 T-Brace 1x4 (') I -Brace 2x6 1x6 (') T-Brace 2x6 I -Brace 2x8 2x8 T--Brace 2z8 I -Brace Brace Size for Two-ply Truss Specined Continuous Rows of lateral Bracing Web Size 1 2 2d or 2x4 2x4 T-Brace 12x4l.Brace 2x6 2x6 T-Brace 2x6 I -Brace 2xB 12x8 T-Brace 2xB I -Brace T-Brace / I -Brace must be same species and grade (or better) as web member. (7 NOTE If SP webs are used in the truss,-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 g with 1X bracing material, use IND 45 for T-Btacefl-Brace For SP truss lumber grades up tc �1 with 1X_ bracing material, use IND 55 for T-Brace/I Brace Job i russ I russ iype Uly Hly PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-L Al ROOF SPECIAL 1 1 Job Reference o Tonal ___nun:va:25Ys94?km!29SM.on soy eev SwSBaI map2iZGs)d cvo:.r.6P7D�rage- - " ID:25Ys944?kmmi2g5MnorlCoy Drx-5iSwBBaIMY CTp21ZGsi¢gzKL,DYF$G6P7Dti1'uaQbi--' -2-0-0 5-9-75 11-9-12 20-0-0 21-0A 25-4-0 31-88 38-0-12 44-8-0 '2-0-0 69-15 5-11-13 56�-0� 4-0-o 6-0-G 6-0-5 '74 6.00 12 Dead Load Dell. 3116 in Sz8 G US = 3x5 O ' 4x5G 6T r10 US 4 5 W 2x4 3x5 4 3x6 ry 3 4 12 d 10 W 12 NOP2X STP= 0 cq} 2x4 11 2 1 t 2x4 11 p 27 26 25 23 2120 19 18 17 16 15 3x6 = US 3x6 = US US = 4x5 = 2x4 11 NOP2X STP= _ 4x4 II 5x6 = 3x12 4x7 = 4x5 = 5x5 = 12-3-0 11-10-0 S41s 115.0 11,6,-h 20 0 28A-5 30A-12 44-b0 s-s-u 5.7-1 o- e-1.0 1 e-o.e 3-as I a3.a o-a-o Plate Offsets (X Y)— [9:0-2-8 0-2-0] [22:0-3-4 0-2-12] [23:0-2-8 0-3-0] [24:0-2-0 Edge] [26:0-2-0 0-0-8] I28:0-2-2 0-1-0] [30:0-2-2 0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.11 15-17 >999 360 MT20 2441190 TCDL 15.0 € Lumber DOL 1.25 BC 0.97 Vert(CT) -0.27 15-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.05 13 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.1215-17 >999 240 Weight: 289 lb FT=20°/ LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 `Except' BOT CHORD B2: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEBS REACTIONS. (size) 13=0-8-0 (min. 0-1-11). 23=0-6-0 (min. 0-3-8) Max Horz23=224(LC 7) Max Uplift13=477(LC 9), 23=-783(LC 8) Max Gravl3=1452(LC 18), 23=2977(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260 (Ib) or less except when shown. TOP CHORD 2-3=-304/876, 34=-505/1363, 4-5=-500/1489, 5-6=476/1745, 6-7=412/374, 7-8=434/309, 8-9=510/352, 9-10=-1336/590, 10-11=-2047/749, 11-12=-2058/720, 12-13=-2255f721 BOT CHORD 2-27=-695/358, 26-27=-696/358, 5-24=-248/462, 23-24=-13181658, 22-23=-909/673, 20-22=-81/264,6.22=-87/285,19-20=-856/649,18-19=-856/649, 17-18=0/B51, 16-17=-251/1414,15-16=-251/1414,13.15=-505/1924 WEBS 3-27=173/288, 3-24=-671/319, 7-18=-281/124, 9-18=-BO6/320, 9-17=-311/838, 10-17=-716/424,10-15=-214/599,12-15=379/290,5-23=-563/251, 6-23=-2731/710, 6-18=-370/1578 Structural wood sheathing directly applied or 3-4-12 oc purlins. Rigid ceiling directly applied or 5-10-6 oc bracing. Except: 2-2-0 oc bracing: 24-26 10-0-0 oc bracing: 20-22 1 Row at midpt 7-18, 9-18, 6-23 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5,Opsf; BCDL=5.0psf; h=16ft; Cat. II; Exp C; Encl., 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 nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 6t=lb) 13=477, 23=783. LOAD CASE(S) Standard ��GENgF�����i PE 76051 \ -- - _ STAT� FS-600� /2� i0'�``�ORIDP /��' �'- S10NAL ENG\\\��� Job rusa iruss iype Lay Piy PSL 20 Avalon Taper Spec PSL.20-Avalon Taper-A2-L A2 Roof Special 1 1 Job Reference a tional aouw -;_era r erw. rc�arpa, __ we o.o ..�u m4a m=..aa ,.,. Qbl `�^=+�'-+r^==' ^^^' '"'�• -AID: r9447kmmI2g5Ti7aoFlCaYDDrx-ZuolgXbN7c635zdx6zOAYv2l7RjOkn FGanzeiPzaObh ,~ -2-0-q 5-9-15 204-0 211 27-0-0 324L1 38-112 44-8-0 6-6 r21T— 14.6-1 3-0_b 4 _o 5-0-1 ~-5-0-11 6-71 IM 6-OD 12 5x8 G 3x5 i 4x5 i 6T' 3x6 ire%'��3 4 2x4 II 2. ' yy ` f 1 27 26 25 23 2120 4x5 = 2x4 I I NOPZX STP= 4x4 II Sx6 = 4x7 = 4x5 = Sx5 = 5x5 = Sx10 MT20HS= 7 8 5x8 = ?2x4 / 3x5 C _ 10 19 18 17 16 15 3x12 = 3x6 = 3x5 = 3x6 = 3x5 = Dead Load Der. = 3116 in - 2x4 3x6 -- 11 ' 12 13 NOP2X STP= 2x4 II 3 co 114 1d Id 4x5 = Plate Offsets (X Y)- [8:0-5-0 Edgel 19:0-5-0 0-2-01 119:0-5-12 0-1-81 [22:0-3-4 0-2-12] [23:0-2-8 0-3-01 [24:0-2-0 Edge] [26:0-2-0 0-0-8] [28:0-2-2,0-1-01, I30:0-2-2,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.18 17-19 >999 360 MT20 244/190 TCDL 15.0 ] Lumber DOL 1.25 BC 0.97 Vert(CT) -0.37 17-19 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.05 13 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wnd(LL) 0.2017-19 >999 240 Weight: 290 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2'Excepr BOT CHORD 62: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W7: 2x4 SP No.2 WEBS OTHERS 2x4 SP No.3 REACTIONS. (size) 13=0-8-0 (min. 0-1-11), 23=0-8-0 (min. 0-3-8) Max Hom23=224(LC 7) Max UplifT[3= 477(LC 9), 23=-783(LC 8) Max Grav13=1452(LC 18), 23=2977(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=304/877, 3-4=-505/1363, 4-5=-500/1488, 5-6=.575/1744, 6-7=-610/373, 7-8=301/194, 8-9=-549/325, 9-10=-1324/551, 10-11=-2043/741, 11-12=-2054/716, 12-13=-2251/717 BOT CHORD 2-27=696/359, 26-27=-696/359, 5-24=-248/462, 23-24=13181657, 22-23=-910/674, 20-22=-82/268,6-22=-89/294,19-20=857/650,18-19=-57/1049,17-18=-57/1049, 16-17=-279/1475,15-16=-279/1475, 13-15=500/1918 WEBS 3-27=-173/289, 3-24=-671/319, 19-32=-311/137, 7-32=-311/136, 9-19=-852/335, 9-17=203/677,10-17=-626/344,10-15=-1891554, 12.15=-360/276, 5-23=-570/254, 6-23=-2730/709, 6-19=-374/1587 Structural wood sheathing directly applied. Rigid ceiling directly applied or 5-9-13 oc bracing. Except: 2-2-0 oc bracing: 24-26 10-0-0 oc bracing: 20-22 1 Row at midpt 7-19, 9-19, 6-23 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=161t; Cat. II; Exp C; Encl., 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=477, 23=783. LOAD CASE(S) Standard pN\GEN����� PE 76051 / � STAT %��T _ _ r St�NAL E�G \ \\\\\ Fy Job i rues I ruse I ype Uty Fly PSL 20 Avalon Taper Spec PSL-2DAvalon Taper-A2-1_ A3 Roof Special 1 1 Job Reference (optional) 4 2x4 d } 1.11 1120a-0 25I39ID:2s944?kmmi2g5MnodCoyODrk=TSZgT6C8ggvP3Fl6To4?'TEPsRiSriaObg 12-1 -0I 5 25915 1 6-0 122 5-0 5x5 = 6.00 12 7 23 22 " .- 17 ro 15 13 12 3x5 = 2x4 II NOP2X STP= 3x9 = 316 — Us = 4x5 = 4x4 11 5x6 = 5x4 = 4x7 = 45 = Dead Load Deft. = 3/16ln 30 Plate Offsets (X,Y)— 19:0-2-8,0-2-41, 111:0-5-4,Edge], [12:0-1-12,0-2-0], [15:0-4-0,0-1-B), [18:0-3-4,0-2-121, 119:0-2-0,0-3-01, 120:0-2-0 Edge] 122:0-2-0,0-0-8I [24:0-2-2.0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeO Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.21 12-13 -999 360 MT20 244/190 TCDL 15.0 f Lumber DOL 1.25 BC 0.97 Vert(CT) -0.4212-13 >783 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) -0.04 30 Na n1a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Wind(LL) 0.0615-16 >999 240 Weight: 2701b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except' W13:2x4 SP No.2 OTHERS 2x4 SP No.3'Except BL1: 2x6 SP No.2 REACTIONS. (size) 19=0-8-0 (min. 0-3-5), 30=Mechanical Max Hom 19=321(LC 8) Max UpliR19=758(LC 8), 30= 307(LC 9) Max Grav19=2787(LC 1), 30=984(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9.6 oc bracing. Except: 2-2-0 oc bracing: 20-22 10-0-0 oc bracing: 16-18 WEBS 1 Row at midpt 7-15, 8-15, 6-19 FORCES. (lb) -Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=304/876, 3-4=-505/1363, 4-5=-500/1489, M=-574/1746, 6.7=425/297, 7-8=453/280, 8-9=.757/374, 9-10=-933/369, 12.26=-1941782, 11-26=-194/782 BOT CHORD 2-23=695/358, 22-23=-695/358, 5-20=-243/466, 19-20=-1319/658, 18.19=.930/551, 16-18=.59/269, 6-18=-60/295, 15-16=-877/531, 14-15=1341708, 13-14=-134f708, 12-13=.239/756 WEBS 3-23=173/288, 6-15=-362/1408, 7.15=-338/132, 8-15=694/360, 10-12=907/307, 5-19=584/242, 6-19=-2560/659, 3-20=-672/320, 11-30=1284/413 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.Opsh h=16ft; Call. II; Exp C; Encl., 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 nonconcurrenl 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 100 lb uplift at joint(s) except Qt=lb) 19=758, 30=307. LOAD CASE(S) Standard �Z'�\GENg'N PE 76051 a -0 % - - STATETW� I` - \N o fuss I fuss I ype PIF PSL 20 Avalon Taper Spec, PSL-20-Avalon Taper-A2-L A4 Roof Special 1 1 Job Reference (optional) :t- JoUmemuu>s, rLvie,Le4rL, srna 1 _ rtu¢o.alus/Wg UGVIaennzo.jiusAu IJLVIe MIIexln0eaVlee,nlG moninannua4i:ao,v4u rages " ' - AID:2SKs9447kmmi2g5rdnorlCoyODrx- H725DddfEMmKGnKE00ebTZnOBP6Sal7Y55SFefta©ltf -21159-15 12JA 19-0-0 2143-0 27-0-0 3t-0-0 3&11-e 39-5-0 2-0-0 b9-15 6-5-1 6-9-0 2-B-0 i 5-B-0 I 4-0-0 5-7-6 25b 3x6 i 3x4 i * 3 4 co 2x4 II 2 1 d d i 27 Us = 2x4 II Sx5 = 5x5 = 6.00 12 7 rc 8 4x10 4 45 i 5 26 25 23 21 20 NOP2X STP= 4x4 11 5x6 = 4x7 = 4x5 = 5x4 = 19 18 4x8 = 316 = Dead Load Dell. = 3116 in 2x4 II 5x7 = 3x6 = 4x8 = 9 10 Sx9 = 1 5j 11 W73 0 4 34 0 15 4 n { 14 17 16 45 = 3x8 = 2x4 II 5x8 = 12-3-0 10-0 5 11 SO 15?11.G-01593Y0.48-00 3SS1 11-e S I F32450 o o 0-SO Plate Offsets (X,Y)—[6:0-2-13,0-2-0),[7:0-2-8,0-2-4], [8:0-2-8,0-2-4],[9:0-5-4,0-2-8],[11:0-3-0,0-2-0],[13:0-3-12,0-3-0], [14:0-2-0,0-2-0],[15:0-2-12,0-2-8], [22:0-3-4,0-2-12], [23:0-2-0,0-3-01.[24:0-2-O,Edgel. f26:0-2-0,0-0-e1 [28:0-2-2,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 20.0 ? Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.16 14-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.3414-15 >972 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) -0.05 34 n/a rue BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.05 17 >999 240 Weight:2901b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 *Except* B2,B5,B7: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 *Except* BLt: 2x6 SP No.2 WEBS REACTIONS. (size) 23=0-8-0 (min. 0-3-5), 34=0-3-8 (min. 0-1-8) Max Horz23=339(LC 8) Max Uplift23=741(LC 8), 34=-308(LC 9) Max Grav23=2787(LC 1), 34=1000(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-304/877, 3-4=-505/1362, 4-5=-500/1487, 5-6=-573/1738, 6-7=-372/240, 7-8=-294/244, 8-9=-1111/503, 9-10=-961/388, 10-11=-962/390, 11-12=-1159/370, 14-30=43011006,13-30=430/1006 BOT CHORD 2-27=-696/359, 26-27=-696/359, 5-24=-240/463, 23-24=-13141655, 22-23=-935/497, 19-20=-892/480,18-19=-371457,17-18=-37/457,14-15=-25Z721 WEBS 3-27=-173/288, 3-24=-668/317, 6-19=383/1448, 7-19=-313/113, B-19=-735/286, 8-17=-382/903, 9-17=-934/460, 15-17=-168/979, 12-15=14/267, 5-23=-592/268, 6-23=2528/632, 12-14=1075/431, 13-34=-1043/319 Structural wood sheathing directly applied or4-4-14 oc purlins, except end verticals. Rigid ceiling directly applied or 5-7-6 oc bracing. Except: 2-2-0 oc bracing: 24-26 10-0-0 oc bracing: 20-22 1 Row at midpt 7-19, 6-19, 6-23 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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 nonconcurrent with any other live loads. 6) Bearing at joint(s) 34 considers parallel to grain value using ANSI7rPl 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 lb uplift at joint(s) except (jt=1b) 23=741, 34=308. LOAD CASE(S) Standard Ell PE j _ r PE 76051 A T ..D=' STATE'�F-- Job I russ runs ype y y PSL 20 Avalon Taper SpeE PSL.20-Avalon Taper-A2-L AS Roof Special 1 i Job Reference optional .. _ ,.,., u,., �.,,o r,,,,,. o.o,�e..� -uc i_ ID:25Ys944?kmmiPgSMnorlEiiy Dnr-SgFpVveuBrcUaawjLpS6guf89?5owsNr�'PzMiAzaObd- - -2-0-0 5-9-15 12-30 17-0-0 23-8-0 294-0 334-0 34-11 39-SO 2-0-0� 5-9-15 6-5-1 4-9-0 6E-0 5-8-0 4-0-0 7-e� 45-8 c o 2x4 II/�2 o a �G 3x5 = 5x7 = 6.00 12 5x5 — 7 8 Sx8 G 4u54 6 3x6 5 T 3x4 3 4 28 27 26 24 22 21 20 19 18 2x4 II NOP2X STP= 44 = 3x6 = 4x4r1I 5x6 = 4x8 = 4x7 = 4x5 = 5x4 = Dead Load Defl.= 1/16 in 5x5 = 5x7 = 4x8 = 9 5x5 = 5x8 = 6 11 12 17 4 2 yy vvq 35 d 14 13 17 16 3z4 = 4x5 = 2x4 Ak6 = 12.3.0 11-10-0 5.9-15 11-SO 111610 1_7 0 2 -." 3a6-0 334-0 39-Se 5.9-15 S7-0 0-1-6� 49-0 6&0 7-0-0 1 2-OA I 61-0 a0.5. aw Plate Offsets (X,Y)— [7:0-54,0-2-8],[8:0-3-0,0.2-8],[10:0-5-4,0-2-8],[12:0-3-0,0.3-0],[15:0-2-8,0-2-8],[23:0-3-4,0-2-8],[24:0-2-0,0-3-0],[25:0-2-0,Edge], [27:0-2-0,0-0-81,129:0-2-2 0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 t Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.07 16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.1517-18 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.72 Horz(CT) -0.03 35 n/a n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix -MS Wnd(LL) 0.07 16 >999 240 Weight: 300 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except* 132,135: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 *Except* BL1: 2x6 SP No.2 WEBS REACTIONS. (size) 24=0-8-0 (min. 0-3-5), 35=0-3.8 (min. 0.1-8) Max Horz24=352(LC 8) Max Uplift24=-710(LC 8), 35=-299(LC 9) Max Grav24=2794(LC 1),.35=1032(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=-288/877, 34=439/1351, 4-5=435/1486, 5-6=-462/1727, 6.7=-221/311, 7-8=-659/290, 8-9=-1561/541, 9-10=1271/378, 10-11=-1139/325, 13-31=222/897, 12.31=.2221897 BOT CHORD 2-28=-6971359, 27-28=-697/359, 5-25=-1551457, 24-25=-1309/651, 23-24=-940/250, 20-21=-906/240, 14-1 5=-26519 97, 13-14=-271/934 WEBS 9-1 5=9 961442, 3-28=0/289, 3-25=-663/314, 6-20=-275/1563, 7-20=-1195/275, 7-18=2321965, 8-18=-716/276, 15-1 8=-1 12/634, 8-15=402/1057, 10-15=120/453, 11-13=-1151/336,5-24=-625/295,6-24=-2487/582, 12-35=-1052/306 Structural wood sheathing directly applied or 3-9-5 oc purlins, except end verticals. Rigid ceiling directly applied or 5-3-6 oc bracing. Except: 2-2-0 oc bracing: 25-27 10-0-0 oc bracing: 21-23 1 Row at midpt 7-20, 8-18, 6-24 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.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing atjoint(s) 35 considers parallel to grain value using ANSI/'PI 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 lb uplift at joint(s) except Ql=lb) 24=710, 35=299. LOAD CASE(S) Standard C4F GENg�\���i�� PE 76051 \` r 1" ST 'G AT � 0� OR[DA �� x� 5 o fuss I was ype Q y I y PSL 20Avalon Taper Spec. PSL-20-Avalon Taper-A2-L AS Roofspecial 1 1 Job Reference optional 2x4 II 2 3x5 = 3x6 = 6.00 12 4x104 2x4 11 5x8 = Dead Load Deft. = 3/16 in 6 7 8 9 2x6 II 4x8 = 4x5 % 4 3x6 = 5x8 = 3x6 i 5 10 3x4 = 13 3x4 G 3 4 d Ar n 11 W 34 v 1 I RZ 5 27 0 26 25 23 21 20 19 18 17 16 14 4x5 = L 2x4 11 NOP2X STP= 3x6 = 4x4 = 2x4 11 4x4 11 5x6 = 3x12 — 5x8 = 4x7 = 5x4 = 4x5 = 12.3-0 5-945 11 5-0 11 6- 150.6 20.4-e 2&6-0 30.60 39 50 sets 1 s�.1 M-0- 2-sa I 5.4-0 s.e-o I 5.0-o e.9-o 6." Plate Offsets (X,Y)— [6:0-2-13,0-2-0],[7:0-3-0,0-2-0],[9:0-6-0,0-2-8], [10:0.3-0,0-0-0],[13:0-3-0,0-3-0],[14:0-2-0,0-2-0],[15:0-2-12,0-2-8],[22:0-3.4,0-2-12],[23:0-2-0,0-3-0], f24:0-2-0,Ed9el, I26:0-2-0,0-0-81, (28:0-2-20-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Lid PLATES GRIP TCLL 20.0 f Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.17 14-15 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT)-0.3714-15 >899 240 BCLL 0.0 Rep Stress [nor YES WB 0.86 Horz(CT) -0.05 34 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.09 10 >999 240 Weight:2771b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* B2,B7: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 `Except' 131-1: 2x6 SP No.2 WEBS REACTIONS, (size) 23=0-8-0 (min. 0-3-5), 34=0-3-8 (min. 0-1-8) Max Horz23=328(LC 8) Max Uplif123=771(LC 4), 34=-292(LC 9) Max Grav23=2787(LC 1), 34=1030(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-303/877, 3-4=-506/1362, 4-5=-501/1487, 5-6=-574/1737, 6-7=-609/208, 7-8=-571/205, 8-9=-571/205, 9-1 0=-1 701/528, 10-11=-1350/335, 11-12=1498/384, 14-30=-226/927, 13-30=-226/927 BOT CHORD 2-27=697/359, 26-27=-697/359, 5-24=-229/462, 23-24=-1314/653, 22-23=-9111398, 20-22=-26/284, 6-22=.6/331, 19-20=862/380, 18-19=-158/824, 17-1 8=-1 58/824, 10-15=-990/410, 14-15=-315/1046 WEBS 3.27=.173/289, 3-24=-667/315, 6-19=474/1540, 8-19=-460/259, 9-19=-5871161, 15-17=-114/760,9-15=.372/1041,12-15=-94/617,12-14=-1228/386, 5-23=-613/283, 6-23=2534r731, 13-34=1052/300 Structural wood sheathing directly applied or 3-9-10 oc purlins, except end verticals. Rigid ceiling directly applied or 5-8-7 oc bracing. Except: 2-2-0 oc bracing: 24-26 10-0-0 oc bracing: 20-22 1 Row at midpt 9-19, 6-23 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=o.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 nonconcurrent with any other live loads. 6) Bearing atjoint(s) 34 considers parallel to grain value using ANSIrfPI 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 lb uplift at joint(s) except Qt=1b) 23=771, 34=292. LOAD CASE(S) Standard �`� %�// r PE 76051 ro STAT 0)'c�`F�ORIOj' N 8/0NAL ENG\\\��� Job i fuss rus8 type Urly Ply PSL20 Avalon Taper Spen PSL-20-Avalon Taper-A2-L A] Roof Spedal 1 1 Job Reference (optional) awme,,,,,uaa, �., eo, _ -rtun: ' ° - --- ais ZulYnnl:a.Sius Au�lszuiamllealnausmes,Inm coon-mor1EUt,AZ;eU Ufn aa J ID:25:Ys94n4 mmi2g5MnorlCoyODrx-02NZwageiSsCpu45TEUamJkWOpoNOmieoja_ 61i ` 12-3-0 13-0 0 20d-0 2,7 8M 33-0-0 39-5-0 z-o-0 1 5-9-15 1 6.5-1 9 711 1 ]-0-0 6.00 12 6x10 G 2x4 11 5x8 = Dead Load Defl. = 118 in 8 7 8 4X'` � 2x4 11 4x8 = Us 49 5x8= 5x8 = 3x4.' 10 11 4 W7 3 \W5 W12 0 33 A j 0 0 0 2x411 2BA 74 11 d — . 26 25 24 22 2dg 18 17 16 155x8 2x4 It 45 = 3x5 = 2x4 11 NOP2X STP= 3x12 = Us = 3x4 = 2x4 11 4x4 II 6x6 = 4x7 = 5x4 = 3x4 = 12-3.0 11-00.0 5-9-18 11-5.0 11-6.0 20.4.0 3&-0 2]]3& S-8 57.1 0..0 8-1-0 t0 0. 0.40 0.5-0 Plate Offsets (X,Y)—[6:0-7-12,0-2-12],[8:0-6-0,0-2-8],[10:0-5-4,0-2-8],[11:0-3-0,0-3-0],[14:0-2-12,0-2-8], [18:0-5-12,0-1-8],[21:0-3-0,0-3A],[22:0-2-0,0-3-O],[23:0-2-0,Edge], [25:0-2-0,0-0-8].127:0-2-2,0-1-0] LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/deff Lld PLATES GRIP TCLL 20.0 f Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.08 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.96 Vert(CT)-0.2018-19 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.66 Hom(CT) -0.04 33 We n1a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.0718-19 >999 240 Weight:2651b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2,BB,BS: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4.7 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 2-2-0 oc bracing: 23-25 W13: 2x4 SP No.2 10-0-0 oc bracing: 19-21 OTHERS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-18, 8-18, 10-12, 6-22 BLi: 2x6 SP No.2 REACTIONS. (size) 22=0-8-0 (min. 0-3-4), 33=0-3-8 (min. 0-1.8) Max Horz22=277(LC 8) Max Uplift22=857(LC 4), 33=-271(LC 9) Max Grav22=2775(LC 1), 33=1037(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-303/877, 3-4=-506/1362, 4-5=-501/1487, 5-6=570/1712, 6-7=-7151231, 7-8=-715/231, 8-9=-1574/460, 9-10=16191391, 12-29=-160/843, 11.29=-160/843 BOT CHORD 2-26=696/359, 25-26=-696/359, 5-23=-212/417, 22-23=-1312/652, 21-22=-10401438, 19-21=-01/287,6-21=-43/383,18-19=-986/418,17-18=-190/989,16-17=-190/989, 13-14=-408/1699,12-13=-005/1703 WEBS 3-26=174/289, 3-23=-667/314, 6-18=-558/1738, 7-18=-592/341, 8-18=-5731149, 14-16=188/981,8-14=-313/884,10-14=4231144,10-12=-1668/383, 5-22=-515/273, 6-22=2636/844, 11-33=-11261301 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16ft; Cat. II; Exp C; Encl., 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 nonconcurrent with any other live loads. 6) Bearing at joint(s) 33 considers parallel to grain value using ANSUTPI t 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 lb uplift at joint(s) except (jt=lb) 22=857, 33=271. LOAD CASE(S) Standard J �CENs�.����i PE 76051 -fl � STAT aki-. ,0R1DA'\��\�� 01 russ I fuss i ype Q y Fly PSL 20 Avalon Teper Spea. r PSL-2o-Avalon Taper-P2-L AS ROM Special 1 1 I Job Reference (optional) c 2x4 a -".1D:25Ys944"7kmmi295MhbrlCoyODm-sFxxewhmTm_3R2tllxOpIWHf7CBc7EMEN903Vamba '-22A-0--066--111113-7810 -00 0 A32-061 01 8-6-0 6-7 5-0-121 44-0 1126AB00 ' Dead Load Dell. = 3/16 in 5x5 = 3x6 = 5x5 = 2x4 // 45 = 3x6 = 3x8 = US = US = 4x5 = 4x5 = 3x6 = I a-R I 9daI 2i-0 I 282-3 I -02 I M41 i 2x4 II 2 d Plate Offsets (X,Y)— 13:0-3-8,0-3-01, 17:0-3-0,0.2-81 114:0-2-11 0-1-81 fl6:0-2-8 0-1-81 118:0-2-4 0-2-81 120:0-2-2 0-1-01 f22:0-2-2 0-1-01 LOADING(psf) SPACING. 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.22 16-18 >999 360 MT20 244/190 TCDL 15.0 f Lumber DOL 1.25 BC 0.76 Vert(CT) -0.46 16-18 >889 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Hoa(CT) 0.06 11 n/a n/a BCDL 10.0 Code FBC2017/7P12014 Matrix -MS Wnd(LL) 0.1313-15 >999 240 Weight: 263 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 18=0.11-5 (min. 0-3-5), 11=0-8-0 (min. 0-1.13) Max HDa 18=224(LC 7) Max Upliftl8=-764(LC 8), 11=-500(LC 9) Max Gravl8=2793(LC 1), 11=1544(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-11-7 oc bracing. WEBS 1 Row at midpt 4-18, 5-16. 7.16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=310/943, 34=462/1431, 4-5=-857/432, 5-6=-645/359, 6-7=732/402, 7-8=15271615, 8-9=-2229/783, 9-10=-2240/758, 10-11=-2437l759 BOT CHORD 2-19=-739/388, 18-19=-804/397, 17-18=-272/501, 16-17=-272/501, 15-16=-18/1038, 14-15=-342/1677,13-14=-342/1677,11-13=.535/2080 WEBS 3-18=568/344, 4-18=-2460/674, 4-16=-244/1126, 7-1 e=690/313, 7-15=-279/777, 8-15=-725,/421, 8-13=-159/532, 10-13=-317/248 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.Opsf; h=16ft; Cat. II; Exp C; Encl., 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 nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 18=764, 11=500. LOAD CASES) Standard NI� gl/����i --C�q'��i OGENg�`\ PE 760 Y STAT51 7 � ORID �NAL 1.1 o russ ruse ype y y P6L 20 Ava on Taper Spec. P5L-20-Avalon Taper-A2-1. A9 Roofspoea 1 1 Job Reference (opt'onah -- soutnam base, rL netts, ram, aaem -- - - _ Run: 8.3w a-nug 13 2019 P.rint§310 s Aun 1- 7=S MIIe InduaOea, In4. Mon Marl$ Ce,9202 21Page l _ ID:25Ys9447kmmi2g5MnorlCoyODrx=KRUJLG OE46w3BEUafX2rkprCcTJbfOR71v ryiaObZ` -2-0-0 6-11-0 13-7-10 20-0-D 23-0-0 27-0-0 32-6-13 38-4-71 44$A yy6-6-0 1 40-0 5-0-12 5-7-14 6-35 I2-0-0o 5x5 = 6 nn71T 5x5 = 5,r5 = Dead Load Deft. = 1/4 in 2X4 li 12 ,_ ie 1e 45 = 2x4 II 3x5 = 3x6 = 3x8 = 3x8 = 3xr' = 45 = 3X6 = 614 I 173--73--s10 sOf z7n4_n0 $0 a -a a4 Plate Offsets (X,Y)— [3:0-3-8,0-3-01. 17:0-2-8,0-2.41 f11:OA-11,0-1-21 [18:0-1-12D-1.81 [20:0-2-2 0-1-01 [22:0-2-2 0-1-0] LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 a Plate Grip DOL 1.25 TC 0.82 Verl(LL) -0.15 13-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.40 13-15 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.78 Horz(CT) 0.09 11 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.1613-15 >999 240 Weight: 275 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 19=0-11-5 (min. 0-3-0), 11=0-8-0 (min. 0-2-1) Max Horc19=-224(LC 6) Max Upliftl 9=-695(LC 8), 11=-549(LC 9) Max Grav19=2543(LC 1), 11=1766(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-16, 8-15 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=3551980, 3-4=-1251/410, 4.5=-1502/565, 5-6=-1416/563, 6-7=-1647/656, 7-8=1930/677, 8-9=-2583/852, 9-10=-2667/829, 10-11=-2921/881 BOT CHORD 2-19=-769/397, 18-19=-739/554, 17-18=-170/1074, 16-17=-170/1074, 15-16=-169/1572, 14-15=-428/2099,13-14=-428/2099,11-13=-650/2516 WEBS 3-18=-397/1992, 4-18=-826/265,4-16=-141/320, 5-16=-359/890, 6-16=-1046/478, 7-15=-116/517, 8-15=-689/373, 8-13=-125/518, 10-13=-334/265, 3-19=-2349/737 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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 nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Jolnt(s) except at=lb) 19=695, 11=549. LOAD CASE(S) Standard \\\\\\, I M. 8l ///// i GENg'N`��i�� PE 76051 0 1, " S ATE`OF—UT `.�ORIO?, � S/ONAL o f1155 fuss Type y Illy PSL 20 Avalon Taper Spec PSL-20.Avalon Taper-12-L AID of special 1 1 - Job Reference (optional) .wuu.p^.......✓'.. r.,e, w..re....ss.,. _,. _ _� .,-.��.. -nun. oaw e,r�u ,a<um nu,,.o.o,uanuy,u<v,a,muenineuamea, inc. mmumal loya:q<.oe coca ra9ei ID: 25Ys944 kmmi295MnorlCoyOOrx-HpcAmyjfmhMelVOsi3ZUNv9ve1{Q9'YiC'tjkvit09wgtaQDX -2-0-0 4-9-15 12-6-75 20-4-0 20 2a 36-70.9 44-e-0 g5-8_0 ' 2-0-0 49-15 7-9-1 7-9-1 SD-0 4-0-0 7-6-9 I 7-9-7 I2� 0 2x4 d Dead Load Dell. =114 in 5x5 = A nn(17 6 lu 15 15 '- 14 13 45 = 2x4 II 3x10 = 3x6 = 3x8 = 3x8 = 2x4 II 4x5 = 4x6 = I 4-0-4 4$}5 12-6-15 I 20-4-0 I 29�-0 I 36-10.9 F- 44A-0 I a -a -a o- 10 7-sn 7-sa 9-0-0 ]-F-9 7-sa 2x4 II 12 0 Id Plate Offsets (X,Y)- 13:0-3-4,0-1.81. (8:0-2-8,0-2-41. 111:04-7 0-1-2] 115:0-2-4 0-0-01 f18:0-4.12 0.1-81 f20:0.2.2 0-1.01 122:0-2-2 0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.17 14-16 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.94 Vert(CT) -0.4314-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.11 11 n/a n1a BCDL 10.0 Code FBC20177TP12014 Matrix -MS Wnd(LL) 0.1613-14 >999 240 Weight: 262 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 `Except* T5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 19=0-11.5 (min. 0-2-14), 11=0-8-0 (min. 0-2-4) Max Hom I9=-224(LC 6) Max Uplift 9=661(LC 8), 41=-574(LC 9) Max Gravl9=2416(LC 1), 11=1894(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 5-16.7-16, 7-14. 9-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=305f741, 34=1862/479, 4-5=-1643/505, 5-6=1867/625, 6-7=-1798/609, 7-8=-2082l741, 8-9=-2447/750, 9-1 0=-2953/91 1, 10-11=-3165/907 SOT CHORD 2-1 9=-577/320,18-19=-577/509, 17-18=-345/1563, 16-17=-345/1563, 15-16=-319/2137, 14-15=-319/2137,13-14=-662/2723,11.13=662/2723 WEBS 3-19=22571720, 3-18=473/2253, 5-18=-571/231, 6-16=357/1107, 7-16=-1097/500, 8-14=110/648. 9-14=749/394, 9-13=0/281 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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 noncencurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D lb uplift at joint(s) except (jt=lb) 19=661. 11=574. LOAD CASE(S) Standard N��ii I PE 76051 \1 I I T - - �.. l8TAT \ ��7� itv�� i�� ``F( O_R I O p: ,� 'fVALNG\\\\\\ 10 Job was I fuss I ype Uty Fly PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-L A11 Roof Special 1 1 Job Reference (optional) 6.00 12 3x5 cc 5T 3x5 G 3x5 G 34 0 2x4 II 2 1 21 20 NOP2X STP= 3x5 = 4x5 — 3x4 // 5x5 = 5x5 = 7 19 18 17 06 = 3z5 = 3x5 = Dead Load Des. = 5/16 in 5x5 = 5x5 = 8 4 V1063X6 8 NOP2X STP= 2x4 II 2 13 16 15 14 2x z6 = 3z5 = — 46 = 2x4 II 2x4 II 2x4 II 2x42114 II 2z4 II 2x4 II 2x4 11 4-0-0 11-e-0 19-0-0 21-8-0� 27-0-0 35-10.9 I 448-0 AJl.11 9AJ1 >1J1 >_P_r1 iR11 C.R-O Plate Offsets (X,Y)— [3:0-24,0-1-8], [6:0-3-0,0-2-81, 17:0-2-8,0-2-41, [9:0-3-0,0-2-81 N2:0-0-11 0-1-61[22:0-2-2 0-1-01 124:0-2-2 0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (ice) Ildefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.32 16-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.65 16-17 >751 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.11 12 n/a We BCDL 10.0 Code FBC2017/-rPI2014 Matrix -MS Wind(LL) 0.3616-17 >999 240 Weight: 302 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP M 31 'Except' WEBS 1 Row at midpt 5-18. 8-17 B1: 2x4 SP No.2, F2: 2x4 SP No.3 JOINTS 1 Brace at A(s): 14 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 21=0-8-0 (min. 0-2.13), 12=0-8-0 (min. 0-1-10) Max Horz21=-211(LC 6) Max UpI1021=639(LC 8), 12=574(LC 9) Max Gra ,21=2380(LC 1). 12=1929(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=311/848, 3-4=1909/462, 4-5=-1B97/490, 5-6=-2012/634, 6-7=-1717/606, 7.8=-2006/611,8.9=-2547/808,9-10=-2988/913,10-11=-3010/881, 11-12=.3282/949 BOT CHORD 2-21=665/386, 20-21=-240/855, 19-20=-350/1702, 18-19=-350/1702, 17.18=-206/1717, 16-17=-434/2552,15-16=-411/2288, 14-15=-411/2288,12-14=-717/2845 WEBS 3-21=25901786, 3-20=-130/1020, 5-20=-499/197, 6-18=146/481, 7-17=172/666, 8-17=1316/538, 9-16=-103/531, 9-14=-180/558, 11-14=424/332 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; ECDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., 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 ncnconcurrenl with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 21=639. 12=574. LOAD CASE(S) Standard tom-, 001 Joe Truss toss ype y y PSL 20 Avalon Taper Spec PSL.20-Avalon Taper-A2-L I Al2 Roof Spedal 1 i Job Reference (optional) -ID:25Ys9447kmmi2g5MnonCoy Orx-DCkgBelvlldMXpYFpUti Ta_U2DsF7oSK40Ne�"afllN " 2--0 67-0-0-0 2 4-00 310446-0 -0 -0 5-9-,2 50 = 6.00 F12 6 3x<�FK 3x6 4 45 O 4 3 V2 2x4 It 2 Ri 22 21 20 19 4x5 = NOP2X STP= 3,9 = 3x6 = 3x5 = 2,01 II 5x5 = 7 I 3x8 = 16 15 3x4 II 08 = Dead Load Defl. = 114 in 3x5 J 11 4x5 12 3 5 1p o 14 13 3x5 = 3x5 II o-v-v fo-o-v I 40.0 0.4-0 6-0-(1 ll-u-e 6-0-0 23-tl-0 6-8-0 30-9-0 7-1-0 1 33-4-0 38-10A 2-7-D 44-It 1 56-0 5-9-12 Plate Offsets (X Y)— 16:0-5-4 0-2-81 [7:0-3-0 0-2-e1 [10'0-5-12 0-2-01 [13'0-2-12 0-1-e1 [14:0-2-0 0-1-81 [75'0-2-12 0-1-81 [17'0-3-8 Edcel [21:0-3-8 0-1-81 [23'0-2-2 0-1-jO LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildeff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.16 17-18 >999 360 MT20 244/190 TCOL 15.0 1 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.4217-1B >999 240 BCLL 0.0 Rep Stress Incr YES WS 0.89 Horz(CT) 0.15 13 Na n1a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 0.1617-18 >999 240 Weight: 304 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 13=Mechanical, 22=0-8-0 (min. 0-2-13) Max Horz22=200(11C 8) Max UpliN13=-495(LC 9), 22=620(LC 8) Max Gravl 3=1 768(LC 1). 22=2383(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS i Row at midpt 6-19, B-16, 10-15 FORCES. (lb) -Max. Comp]Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=287f7ll, 3-4=1834/412, 4-5=-1738/429, 5-6=20091550, 64=-2011/652, 7-8=-2320/661, 8-9=-2679/812, 9-10=2665/812, 10-11=2131/671, 11-12=-2018/578, 12-13=-1712/516 BOT CHORD 2-22=5621304, 21-22=-562/430, 20-21=-329/1555, 19-20=-329/1555, 18-19=284/1700, 17-18=-571/2809, 14-15=44311736 WEBS 3-22=2245/665, 3-21=46112256, 5-21 =-6671231, 5-1 9=1 41/265, 6-18=214/600, 7-18=101/597,8-18=-11491487,8-17=-506/167,15-17=-456/2333, 10-15=1502/277, 10-17=43812291, 11-14=-561/236, 12-14=45311812 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpl=0A 8; 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 nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 13=495, 22=620. LOAD CASE(S) Standard CENq PE 76051 1 ) STAT O_RI_D_P: ///�,///Sj`,ZONAL ENG���\\\ Job I was I was I ype y y PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-1. A13 Roo[Spedel 1 1 Job Reference (optional) ....,,...... _. �....,,�, -.... - �,.,,..��s,.,.,,,��,,,,..o..,,,,d..,,u,.,.,,,. n,,, �,.,,,.,,,,,,_..,,,, P,.v,, ,—P.. vunc.m - ID25Ys944?kmm12g51NnorlCoyODm-h01COzlX3dD9z7RNC6DYnWmbdCyXOBAd7oICW9zaIIbtF"'^= 2-0-0 9-7--7 I 1 2-0-0 9--0-0 0-00 258-0 -0 35-0-0 3411422 48-0 9 -0D77 84 6.00 12 5x5 = 2x4 11 6 17 3IG 3x6 G 5 4 W 2x4 II .3 2x4 II 2 d1 1 21 20 19 18 4x5 = NOP2X STP= 3x5 = 3x6 = 3z8 = 3z5 = 5x5 = 8 Dead Load Deb. = 7116 in 5x5 = 5x7T. = 9 N3A3X511 2 7 3 0 N N 16 15 14 13 3X4 II 3x10 = 5x5 = NTT, QjA) 20-0-0 30.9-0 35-0-0 MO I e_n_n n-d_n a_n-n I I Plate Offsets (X.Y)- 15:0-2-4,0-1-81. [6:0-2-8,0-2-41, [8:0.2-8,0-2-41. [9:0-2-8 Edge] [10:0-5-4 0-1-121 [13:0-2-8 0-2.121 114:0-4-8 0-1-81 [17:0-2-12 0-3-4] [22:0-2-2 0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.33 17-18 >999 360 MT20 2441190 TCDL 15.0 1 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.78 17-18 >615 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.16 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(ILL) 0.18 16 >999 240 Weight: 286 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD T4:2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except' BOT CHORD B4: 2x4 SP No.3, B2: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEBS REACTIONS. (size) 21=0-8-0 (min. 0-2-13), 13=Mechanical Max Horz 21=182(1-C 8) Max Uplift21=596(LC 8), 13=477(LC 9) Max Grav21=2386(LC 1), 13=1774(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -Al forces 250 (lb) or less except when shown. TOP CHORD 2-3=299/704, 3-4=252/560, 4-5=239809, 5-6=-1895/474, 6-7=2189/584, 7-8=2189/584,8.9=-3662/1060,9-10=-3232/880, 10-11=-2156/625 BOTCHORD 2-21=-560/321, 20-21=-354/1405, 19-20=355/1697, 18-19=-35511697, 17-18=-393/2253, 9-17=1934/667, 13-14=418/1564 WEBS 3-21=363/260, 5-21=-2702/574, 5-20=-115/458, 6-20=-277/192, 6-18=.257/916, 7.18=-414/242,8-17=-548/1620, 10-17=437/2161, 10-14= 1006/244, 14-17=-365/2046, 11-14=-61/399,11-13=2137/595 Structural wood sheathing directly applied or 2.11-15 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 9-17 10-0-0 oc bracing: 15-17 1 Row at midpt 5-21, 6-20, 8-18, 11-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., 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 psf bottom chord live load nonconcumenl 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 100 lb uplift at joint(s) except Ql=lb) 21=596, 13=477. LOAD CASE(S) Standard IN 0Q -�CEN& ���i�i _ PE 76051 r STAT 91 Job russ I ype Uty Ply PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-L jTntl5s A14 Root SpeGal 1 1 Job Reference (optional) ,.,,.o..,,..�FS'94,I,,mi„i,.o.airl nutluwiabcJmguM3n6he..inea<m<im,m.¢.vo ---' �"--""--' 1D:25Ys9447kmmi2g5MnorlCoyODrx-9bsbbJm9gwt3b6hexve54'13ndV5GL'GJf41CIG3[izaW y" 2-0-0 6-9-11 13-0-0 20-0-0 27A-0 33-0-0 36-3-037-0,0 42-5-8 44-8-0 2-0.0 6-9-11 6-2-5 7-0-0 7-4-0 5-B-0 2-71-0�1-b 5-1-8 12-2-8 � 6.00 12 5x8 = 2x4 II 5x8 = 4 5 8 Sx5l 4 5x5 = 5x5 = 7 3 c4 NOP2�STP= 4 W52x411 2 1 d . 22 II 21 20 19 18 17 12 5x11 4x6 = 4x6 = 3x8 = 4x6 - 3x5 = 2x4 11 2x4 II 2x4 II 3x5 = 14 13 2x4 11 2x4 11 3x4 It 2x4 I[ Dead Load Dell. = 318 in 30 11 5x8 = a 9 10 d,C W8 W9 f0i 0 h 8 12 11 3x5 = 5x5 = 8-9-1 t 13-0.0 20-0-0 27-1-0 38-3-0 42-5-8 44-8-0 6-9-1t s-2-s F 71n z4.n I a7_n I �z6 I p_p_6 j Plate Offsets (X,Y)- 12:0-5-11,0-0-14], [3:0-2-8,0-3.01. [4:0-6-0,0-2-81. [6:0-6-0,0-2-8] [8:0-2-8.0-2-4] [9:0-5-4 0-2-8] [11:0-2-8 0.2-121 fl5:0-4-8 0-2-81 [23:0.2-2 0-1-01 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.24 17-19 >999 360 MT20 2441190 TCDL 15.0 ? Lumber DOL 1.25 BC 0.97 Vert(CT) -0.6116-17 >882 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Hom(CT) 0.28 11 n1a n/a BCDL 10.0 Code FBC2017[TPI2014 Matrix -MS Wlnd(LL) 0.2417-19 >999 240 Weight: 301 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD T3,T4: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP No.2 •Except• , 61,83: 2x4 SP M 31, B5,F2: 2x4 SP No.3 WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 JOINTS WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 11=Mechanical, 2=0-8-0 (min. 0-1-13) Max Hoa2=196(LC 8) Max Uplift11-502(LC 9), 2=517(11C 8) Max Grav11=2000(LC 1), 2=2151(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 25D (Ib) or less except when shown. TOP CHORD 2-3=3716/814, 34=-3191/785, 4-5=-3355/881, 5-6=3355/881, 6-7=3596/814, 7-8=3215/812, 8.9=-3600/846 BOT CHORD" 2-22=79713219, 21-22=798/3218, 20-21=798/3218, 19-20=-655/2771, 18-19=-640/3164, 17-18=-64013164,16-17=-944/4313,15-16=944/4313,13-15=0/362, B-15=-196/1238, 11-12=304/1216 WEBS 3-20=-540/313, 4.20=-91/496, 4-19=324/910, 5-19=585/339, 6-19=-209/457, 6-17=205/958, 7-17=-1405/519, 7-1 5=-1 5561409. 9-12=-390/151, 9-11=-2280/571, 12-15=-299/1297. 9.15=-384/1977 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 6-7-0 oc bracing: 20-22 8-9-0 oc bracing: 2-22 1 Row at midpt 7-17 1 Brace at Jt(s): 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; TCDL=S.Opsf,, BCDL=5.0psf; h=16ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pontling. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 11=502, 2=517. LOAD CASE(S) Standard \'\GENSF.N\ / PE 76051 STAT - 4 Job I russ I russ I ype Wly PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-L A15 Roof SPedal 1 jPiy 1 Job Reference (optional) Southern Trvss , FL Me=, FL. U951 -....- Dead Load Dee. = 7116In 5x7 3x5 = 3x6 = 2x4 II Sx8 = 4 5 6 7 8 6.00 12 3z4 II 5x5 - 3x5 G 4 5x5 = 5,9 = 9 3z4 II 3 10 12 13 NDP2X STP= T 5 c 2x4 II 2 2 ^ qj 1 4 II 2322 21 2019 18 17 Hs= 4x6 = 06 = 3x5 = 3x8 = 3x5 = `� 2x4 II 2x4 II 2x4 II 3.5 = 5x6 VJB= 16 15 14 2x4 II 2X4 II 2X4 II 3z4 It 48 = 5x5 = 2X46Le.—.: 0-9-0 5:7-7 15 7J-4 163-02 269-3i1 6-3-0 9-" 44$-0-0 4107 --1-9�63-4 6-7-0 I 3-1-0 ' Plate Offsets (X Y)— [2:0-0-3 0-0-141 14:0-5-4 0-2-81 [8:0-6-0 0-2-e1 [11:0-7-D 0-1-127 114:0-2-8 0-2-121 [15:0-2-12 0-1-121 [17:0-0-8 Edge? [25:0-2-2 0-1-0] LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.32 20 >999 360 MT20 2441190 TCDL 15.0 1 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.74 20-21 >724 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 14 n/a nta BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.3520-21 >999 240 Weight: 308 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except- TOP CHORD Structural wood sheathing directly applied, except end verticals. T4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-10-9 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 9-1 B, 12-14 B1,B3: 2x4 SP M 31, B4,F2: 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 24 WEBS 2x4 SP No.3 *Except* , W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left 2x4 SP No.3 REACTIONS. (size) 14=Mechanical, 2=0-8-0 (min. 0-1-13) Max Horz2=210(LC 8) Max Upliftl4=-482(LC 5), 2=-503(LC 5) Max Gravl4=2000(LC 1), 2=215l(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3727/904, 3A=-3349/897, 4-5=-3745/1070, 5-6=-3932/10B6, 6.7=.3932/1086, 7-8=3932/1086,8-9=-3977/971,9-10=A624/1069,10-11=-458211066,11-12=-21721507 BOT CHORD 2-24=886/3241, 23-24=886/3241, 22-23=784/2926, 21-22=-784/2926, 20-21=-1015/3745,19-20=824/3508,18.19=-824/3508,17-18=-1160/5074, 14-15=-406/1724 WEBS 3-23=396/249, 4-23=-66/401, 4-21=-404/1194, 5-21=-685/337, 5-20>105/331, 7-20=455/262, 8-20=2801732, 8-18=179/938, 9-18=1774/557, 9-17=-1296/391, 11-17=889/3818, 11-15=1815/438, 15-17=487/2199, 12-15=114/647, 12-14=2490/586 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=161h Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 at joint(s) except Ql=lb) 14=482, 2=503. LOAD CASE(S) Standard IVI--I 8 �E9 �.GENs�.����i PE 76051 I * 1 o STAT ENG\\\��\ Job I russ I russ I Fps Uty ply PSI 20 Avalon Taper spec. PSL-20-Avalon Taper-A2-L A16 Roo/Speual 1 1 Job Reference (optional) ..�..�u ��.����„�,�aa�a-' ..,.amm.,anu....U.... am. all me„aao reap ea<a ra ei Ni:25Xs944?kmmZ'WnorlCoyODm-SziL7?oPMXTnOQr02KgwgQBB9rDHkljc- f77 .. hR"" 2 D-0 14147117 29-11 8 3-8-e I 48--60 24-e 12-D-04OA to-0 6.00 12 q i NOP2X STP= zx4 II 2 5= 2x4 It 2x4 II 3x5 = 5x7 = 3x5 = 3x6 = 3x4 II 4 5 6 7 118 2x4 3 - 2UA F9cs_tJ 21 20 19 2x4 II 4x5 = 3x5 = 3x5 = 2x4 II 2x4 II 17 2x4 11 3x4 II 2x4 II 5x8 = 9 5x5 = 3x5 = �--T4 10 11 Dead Load Dell. = 7116 in 3x4 II 12 16 IS 14 13 4x12 = 4x6 = 3x5 = 5x5 = �3 e LOADING(pst) TCLL 20.0 f TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fTP12014 CSI. TC 0.95 BC 0.86 WB 0.95 Matrix -MS DEFL. in (loc) Udell L/d Vart(LL) -0.35 18-19 >999 360 Vert(CT) -0.81 18-19 >663 240 Horz(CT) 0.26 13 n/a n/a Wnd(LL) 0,4218-19 >999 240 PLATES MT20 Weight: 306 lb GRIP 244/190 FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verOcals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-4-14 oc bracing. Except B1,B2: 2x4 SP M 31, B3,F2:2x4 SP No.3 7-8-0 oc bracing: 2-22 WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 10-14, 11-13 W4: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left 2x4 SP No.3 REACTIONS. (size) 13=Mechanical, 2=0-8-0 (min. 0-1-13) Max Horz2=223(LC 8) Max Uplift13=592(LC 5), 2=55B(LC 5) Max Grav13=2000(LC 1), 2=2151(LC 1) - FORCES, (Ib) -Max. Comp./Max. Ten. -All forces 25D (Ib) or less except when shown. . TOP CHORD 2-3=3746/1056, 3-4=-3466/1008, 4-5=-4260/1333, 5-6=4747/1465, 6-7=-4584/1397, 7-8=4584/1397,8-9=-4565/1393,9-10=3100/886, 10-11=-1753/507 BOT CHORD 2-22=1017/3255, 21-22=.913/3661, 20-21=913/3061, 19-20=-1311/4260, 18-19=-1443/4747,8-18=-404/234,15-16=843/2926, 14-15=843/2926,13-14=-507/1753 WEBS 3-22=254/230, 4.22=16/342, 4-20=545/1585, 5.20=869/380, 5-19=200/682, 5-19=300/191, 6-18=-327/89, 9-18=815/2502, 9-16=-657/271, 16.18=-810/2880, 10-16=-390/201,10-14=1720/492,11-14=-284/1396, 11-13=-2511/725 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.OpsQ h=16f; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 at loint(s) except Ut=lb) 13=592, 2=558. LOAD CASE(S) Standard /7 PE 76051 `1 r I ! TAT Cl 00 -5;" ��ORIDP S!01VAL ENG\\\�\\ J00 fuss I ruse I ype Uly ely PSL 29 Avalon Taper Epee PSL-24Avalon Taper-A2-L A17 Half Hip 1 1 Job Reference (optional) 2x4 d 1D:25Y39447 mmi2g5MridrlCoy0 rx-?AXjELo27rFeeaODc109idhNzEXITgSmXxWgr&d -2-0.048-a M 1 147-7 22-1.3 29�14 37-0.9 4F&e ' z-o-o s s4e I 7-7a 7-s11 7-s 1 i 7-sn Ida 5.8 = c nnr 3x5 = 2x4 II 316 = 3x5 = 3x6 = 4x8 = Dead Load Der. = 5115 in 4x4 = 20 19 18 77 16 15 14 13 12 3x4 II 3x6 = 5xs NB= 3x5 = 3x5 = 2x4 II 5x5 = 3x12 = 4x6 = ase a1d,4 7aFe 4dTease 14 v4] a 7371 A19 47b3 -0 0 Plate Offsets (X,Y)- 13:0-2-0,0-2-01.[4:0-6-0,0-2-8] [12:0-2-8 0-2-121 fl4:0-2-4 0-1-8] [18:0-5-12 0-1-81 [19:0-2-8 0-1-81 122'0-2-2 0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.24 16 >999 360 MT20 244/190 TCDL 15.0 1 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.57 14-16 >925 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.11 12 n1a n1a BCDL 10.0 Code FBC2017lTP12014 Matrix -MS Wind(LL) 0.30 16 >999 240 Weight: 270 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 `Except' B2: 2z4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 12=Mechanical, 21=0.3-8 (min. 0-2-9) Max Horz21=217(LC 8) Max Upliftl2=-654(LC 5), 21=618(LC 5) Max Gravl2=1958(LC 1). 21=2194(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. WEBS i Row at midpt 4-18, 6-18 2 Rows at 113 pls 10-12 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=222/382, 3-4=-2155/631, 4-5=-3288/1101, 5-6=-3288/1101, 6-7=-3799/1269, 7-8=-3799/1269,8-9=-3434/1147, 9.10=-3434/1147 BOT CHORD 2-21=280/213, 3-21=-2214/733, 18.19=-598/1815, 17-18=-1269/3799, 16-17=1269/3799, 15-16=-1147/3434, 14-15=1147/3434, 13-14=737/2207, 12-13=-737/2207 WEBS 3-19=615/1987, 4-19=616/313, 4-18=-656/1841, 5-18=564/328, 6-18=642/231, 8-16=154/459,8-14=-789/385,10-14=-515/1544, 10-13=0/324, 10-12=-2743/916 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf 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) Provide adequate drainage to prevent water ponc ing. 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 girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 12=654. 21=618. LOAD CASES) Standard N1 Sic �Q GEN PE 76051 1 STA T 7 Job I rues russ iype Uty my P5L 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-1_ A16 HaHHip 1 1 Job Reference (optional) T �_, .__;_., �!� y� -_-„- -, 1, -_ _ r�.,•i-__ c g co u yme55RhpguBNVFes, in0.monmanouoBvmbXSCIM P ' IDi25Ys9 9 Rmmi2g5MnorlCoyODrx•2M55Rh"pgu6NVFk7PAliOFFrE61euUC68amDY.SCI012 QbP -TM -2-0.00.&e Sa0 taa4 20-fa12 7-104! 367-12 4-60 ' z-o-aa�a I e-aa I r-fo-e I r-1ae I 7-fo-s I so -a I Dead Load Dell. = 3/8 in 5x9 = 6.00 FT 2x4 II 5x10 = 2x4 II 3x6 = US = 3x4 II 05G 4 725 6 7 g 9 10 NOP 20 II 2 3 1 4x5= - --- 4x4 = 18 17 16 15 14 13 12 11 3x4 II US = 4z9 = 4x8 MT20HS= 2x4 II 5x12 MT20HS= 2x4 II 5x5 = 0.&6 0.4A r+aU 130.4 2a1a12 2&YC L7] 2 40.8-0 0 0.3E e-o< I r-1ae r-1ae l 7naa I ao4 0.d-0 i$ Plate Offsets (X,Y)- 13:0-2-4,0-2-01, [4:0-7-0,0-2-81, [6:0-3-12,0-3-01. 19:0-4-0,0-1-12] f11:0-2-8 0-2-121 [13:0-5-12 0-3-01 [16:0-3-12 0-2-01 [17:0-1-12 0-1-e1 12U:0.2-2 0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.67 Vert(LL) -0.29 13-14 -999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.68 13-14 >774 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.10 11 n1a n/a ' BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.3613-14 >999 240 Weight 2551b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD TV 2x4 SP No.2 SOT CHORD 2x4 SP No2 *Except* BOT CHORD B2:2x4 SP No.3, B3,B4: 2x4 SP M 31 WEBS WEBS 2x4 SP No.3 *Except* W4: 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (size) 11=Mechanical, 19=0-3-8 (min. 0-2-9) Max Hor219=167(LC 8) Max Uplift11=655(1_C 5), 19=646(LC 5) Max Gmvll=1958(LC 1), 19=2194(LC 1) FORCES. (lb) -Max. CompAMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=201/371, 3-4=1841/566, 4-5=-3725/1252, 5-6=-3725/1252, 6-7=-4274/1428, 7-8=4286/1435, 8-9=-4286/1435 BOT CHORD 2-19=-3381217, 3-19=-2110/667, 16-17=-518/1558, 15-16=-1534/4586, 14-15=1534/4586, 13-14=1535/4583, 12-13=934/2793, 11-12=934/2793 WEBS 3-17=614/1935, 4-17=-862/387, 4-16=867/2512, 5-16=606/349, 6-16=999/340, 6-14--0/311, 6-13=-362/126, 7-13=535/306, 9-13=-581/1733, 9-12=0/342, - 9-11=3211/1075 Structural wood sheathing directly applied or 3-1-15 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpl 4-16, 6-16, 6-13 2 Rows at 113 pts 9-11 NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gnp 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 truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 11=655, 19=646. LOAD CASE(S) Standard \0\I I NII I /////// �LPN�GEgF-- N'- PE76051 `1 SIAT ��00 �c�.F�ORIDP ////'%NAL Job Truss I fuss iype Uly Ply PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-L A19 Half Hip 1 1 Job Reference o 'anal i4?U Tgnc o.n io s nu9 goS i- ,Igteusmes,bk "10:25Ys9447kmm12g5MhorlCby06rx- figleSVMtuabkSDtlri2m1x2R_z3t3. 3 bOE' z aoo-9-e io-o to-o-a is-tt-a zato-o soa-tz 31-7-a A V bto-tz aio-t2 bto-tz 1 610-t2 Ya6 1 6.0D 12 . 5x9 = NOP2X STP= c 2x4 0 2x4 II 3x8 = 3x6 = 2x4 II 3x8 = 3x6 = 2x4 It Dead Load Defi = 9116 in e.a = 12 4x4= 22 21 20 79 18 17 16 15 14 13 3x4 11 3.7 = 4x10 = 5xl0 MT20HS vtlB= 3x8 = 2x4 11 4x12 = US 11 4x10 MT20HS= o-e e 3a0 1-1— tan< 2a10.0 30.612 a7d-e as8-a wxl zas )-o-e i ato-u I atatz 1 sto-u 'I sto-tz )-o-e m.n r ¢ N Plate Offsets (X,Y)— [4:0-7-0,0-2-8], 124:0-2-2.0-1-01 [9:0-2-0,0-1-8],[12:0-2-8,0-1-8),[13:0-2-12,0-1-8],[14:0-2.4,0.2-0), [18:0-1-12,0-0-0],[19:0-0-0,0-1-12],[20:0-4-0,0-1-12], [21:0-1.12,0-1-8], LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udetl L/d PLATES GRIP TCLL 20.0 f Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.42 17 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.9617-1B >545 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.07 13 n/a r1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(ILL) 0.5317-18 >989 240 Weight: 251 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except - TV 2x4 SP No.2 SOT CHORD 2x4 SP M 31 'Excepr B7: 2x4 SP No.2, 132: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 13=1VIechanical, 23=0-3-8 (min. 0-2-9) Max Horz 23=117(LC 8) Max Upliftl3=655(LC 5), 23=674(LC 5) Max Grav13=1958(LC 1), 23=2194(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-13 oc bracing. WEBS 1 Row at midpt 4-20, 6-20, 9-14, 12-14 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 24=-188/369, 3-4=-1276/395, 4-5=-3879/1307, 5-6=-3879/1307, 6-7=-5816/1947, 7-8=5816/1947, 8-9=5816/1947, 9-10=-3166/1059, 10-11=3166/1059, 11-12=3166/1059, 12-13=1891/681 BOT CHORD 2-23=350/226, 3-23=-2126/654, 20-21=-357/1059, 19-20=-1815/5414,18-19=1815/5414, 17-18=-1815/5414,16-17=1692/5057,15-16=1692/5057,14-15=-1692/5057 WEBS 3-21=-588/1810,4-21=-1216/494,4-20=1080/3186,5-20=-526/302, 6-20=-1743/583, 6-18=01274, 6.17=167/456, 8-17=487/279, 9-17=-2901862, 9.15=0/270, 9-1 4=-2147719, 11-14=521/300, 12-14=-118613546 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; 11=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) 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 girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=lb) 13=655, 23=674. LOAD CASE(S) Standard E PE 76051 x STAT Job I fuss i puss I ype Q y ply PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-1- A2D Half Hip Girder 1 1 1 Job Reference (optional) ..•_._avum.,„�w3.rwr.�e,r_�...+.__, .. �_ _�.. _nrun:o.mPsAug,a zuiu rnnu a.s,e snug iseunamu exinausmes, me mon mano uo:az: oeuzu rage, - _ -- ID:25Vs9447kmmi2g5MK6riCoyODtzSxhE4jrYA3146Bk_rtG5sTs6p?' phZabb191 2 D.11-8 1-0-8 6J-0 ti-8-0 77-1-9 23-17-9 30.9-10 37-7-11 447-a -0.8 538 SS-4 5-64 8-10-1 6-10-1 6-10.1 611.13 0.11.8 Dead Load Dee. = 114 in 6.00 F12 5x5 = 3x4 II 2x4 I I 3x10 = 5z10 MT20H5 NB= 2x4 II 2 3 26 27 28 429 30 5 31 32 336 7 34 35 1 25 1 W5 F� 22 45 46 47 21 48 49 50 20 51 52 19 18 53 54 55 NOP2x STP= axe = 2x4 II 3x6 = US = 5x9 = 4x12 = 2x4 11 3x6 = 3x9 = 3x4 II 80 37 38 939 10 40 _11 41 42 43 4412 56 1757 58 16 15 59 60 61 14 62 63 64 13 2x4 II 3x6 = 3x10 = 2x4 11 5x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dee Ud PLATES GRIP TCLL 20.0 { Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.1814-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.58 Vert(CT) -0.4414-15 >739 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.07 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wnd(LL) 0.2614-15 >999 240 Weight: 239 lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP M 31 `Except' TOP CHORD Structural wood sheathing directly applied or 3.9-14 oc purlins except T1: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 'Except' BOT CHORD Bt: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 *Except* W5: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 13=1VIechanical, 18=04-0 (min. 0-34), 22=0-7-8 (min. 0-1-8) Max Hoa22=45(LC 21) Max Upliftl3=616(LC 4). 18=-1519(LC 5). 22=-299(LC 4) Max Grav13=1595(LC 1), 18=3898(LC 1). 22=826(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-26=-819/330, 26-27=819/330, 27-28=-819/330, 4-28=-819/330, 4-29=-819/330, 29.30=-819/330,30-31=819/330,5-31=-819/330,5-32=-1070/2746,32-33=-1070/2746, 6-33=-1 070/2746, 6-7=-1 07012746, 7-34=-1 070/2746, 34-35=1070/2746. 35-36=-1070/2746, 8-36=-107012746,8-37=.3553/1378, 37-38=3553/1378, 38-39=-3553/1378, 9-39=3 553/1378, 9-1 0=-3553/1378, 10-40=-3553/1378, 40-41=-3553/1378,11-41=.3553/1378, 12-13=291/187 BOT CHORD 21.48=-298/108, 48-49=298/108, 49-50=298/108, 20-50=-298/108, 20.51=-298/108, 51.52=-298/108, 19-52=298/108, 19-53=298/108, 18-53=-298/108, 18-54=621/1600, 54-55=621/1600,55-56=-621/1600,17-56=-621/1600,17-57=-621/1600, 57-58=621/1600,16.58=-621/1600,15-16=-621/l600,15-59=1213/31Is, 59.60=-1213/3118,60-61=1213/3118,14-61=1213/3118, 14-62-1213/3118, 62-63=1213/3118, 63-64=1213/3118, 13-64=1213/3118 WEBS 3-21=221/665, 4-21=-620/425, 5-21=488/1247, 5-20=0/298, 5.18=-2735/1076, 7-18=693/459, 8-18=-4674/1818, 8-17=0/436, 8-15=814/2101, 9-15=698/471, 11.15=-178/468,11-14=0/471,11-13=3253/1266,3-22=-696/406 end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpj 5-18 2 Rows at 113 pts 8-18. 11-13 NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherxise 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 girder(s) for truss to truss connections. \\ \ IA. B 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 13-6 \ �_ _ /��'`�I / 18=1519,22=299. �\\�C'-\P �CENS+����/��i Continued on page 2 �,_ j PE 76a051 JSTJAT�r C o russ I russ I ype Uty Ply PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-L A20 Hall Hip Girder 1 1 Job Reference (optional) aoumem rcuss,��.nera, rc,wani•-_. _-_ ..-- .-- .--__nury'.a.i]u a-9ug ra eursy-nnc n.aIu squg I u�amimKmausmas,��a mon manouo:gz:�o<uzu raga< D:25Ys9444erffr,2g5MdorlCSyOY.-SahnE4jrYA3146Bk_rtG5sTs6ys?gPV3[SYYIpMa1]bF1r'�-' NOTES- 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 92 lb down and 114 lb up at 1-SA, 921b down and l l4lb up at 2-8A, 921b down and 114 lb up at 4-84, 92 lb down and 114 lb up at 6-8-4, 92 It, down and 1141b up at 8-84, 92 lb down and 114 lb up at 10-8-4, 92 lb down and 114 Ib up at 12-8-4, 92 Ito down and 114 It, up at 14-8-4. 92 Ib down and 114 lb up at W-8-4, 92 lb down and 114 lb up at 18-8-4, 92 Ib down and 114 lb up at 20-8-4, 92 lb down and 114 lb up at 22-8-4, 92 Ib down and 114 lb up at 24-8-4, 92 lb down and 114 lb up at 26-8-4, 92 It, down and 114 lb up at 28-8-4, 92 lb down and 114 lb up at 30-B-4, 92 lb down and 114 lb up at 32-84, 92 lb down and 114 It, up at 34-8-4, 92 It, down and 114 Ib up at 36-8-4, 92 lb down and 114 Ib up at 38-8-4, and 92 lb down and 114 lb up at 40-8-4, and 92 Ito down and 114 Ib up at 42-8-4 on lop chord, and 50 lb down at 1-8-4, 50 lb down at 2-8-4, 50 lb down at 4-8-4, 50 lb down at 6-8-4, 50 lb down at 8-8-4, 50 Ib down at 10-8-4, 50 It, down at 12-8-4, 50 Ib down at 14-8-4, 50 Ib down at 16-8 4, 50 lb down at 18-84, 50 Ib down at 20-8-4. 50 lb down at 22-8-4, 50 Ib down at 24.8-4, 50 lb down at 26-8-4. 50 lb down at 28.8.4, 50 Ib down at 30-8-4, 50 lb down at 32-84, 50 Ib down at 34-aA, 50 lb down at 36-8-4, 50 lb down at 38-8-4, and 50 Ib down at 40-84, and 50 It, down at 42-04 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). =•LDAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(plf) Vert: 2-25=70, 2-3=70, 3-12=70, 13-22=20 Concentrated Loads (lb) Vert: 6=70(17) 9=70(1`) 15=32(F) 10=70(1`)16=32(F) 26=70(17) 27=70(1`) 28=70(F) 29=70(17) 30=70(17) 31=-70(F) 32=70(F) 33=70(F) 34=-70(F) 35=70(F) 36=70(1`) 37=70(F) 38=-70(F) 39=70(F) 40=70(F) 41=-70(F) 42=70(1`) 43=-70(F) 44=70(1`) 45=32(1`) 46=-32(F) 47=-32(F) 48=-32(F) 49=32(F) 50=32(F) 51=32(1`) 52=-32(F) 53=-32(F) 54=32(17) 55=32(F) 56=-32(F) 57=-32(F) 58=-32(F) 59=-32(F) 60=-32(F) 61=-32(F) 62=-32(F) 63=-32(F) 64=-32(F) ivi� - //i PE 76051 d' t • ' STATI �,r ///,'11; 70NAL Job Truss was I ype Uty y PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-1_ 31 Common 5 1 Job Reference (optional) A 1x Dead Load Defl. = 1/8 in 4[4 = 4 3x5 = oav — onr — un-r — 3x5 = x4 11 b Plate Offsets (X Y)-- f2'0-1-7 0-0-2] [6'0-1-7 0-0-2]111:0-2-2 0-0-8] 113'0-2-2 0-0-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 r Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.08 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.20 8-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wlnd(LL) 0.07 8-10 >999 240 Weight:11911c FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-D oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-1-8 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=0-8-0 (min. 0-1-8), 6=0-8-0 (min. 0-1-8) Max Horz2=-137(LC 6) " Max Uplift2=-346(LC 8), 6=-346(LC 9) Max Grav2=1195(LC 1), 6=1195(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1747/463, 34=-1533/460, 4-5=-1533/460, 5-6=-1747/463 BOT CHORD 2.10=-413/1481, 9-10=-157/1000, 8-9=-157/1000, 6-8=-287/1481 WEBS 4-8=-192/550, 5-8=-377/286, 4-10=-192/550, 3-10=-377/286 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.Opsf; h=16ft; Cat. 11; Exp C; Encl., 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 1001b uplift at joint(s) except Qt=lb) 2=346, 6=346. LOAD CASE(S) Standard \\\ N M. BC t� I/ PE *6051 I -ot- "STATEtF ZrF i 0, �i°�`��O_RI_DA X�\�� /�//SS 0NAL ENG\\\\\\ 21 c rUs9 I fuss I ype Uty ply PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-L 32 Common Girder t Job Reference (optional) Southem.Trus3. FJ,Pie[4e, L _34951 ,- - _. �- _ -t -. — 13 Ix" 6x8 MT20HS 11 Dead Load Dart. = 1/4 in 4x7 = 4x7 — 2x6 II 7x6 = 742 MT20HS WB= - 7x6 = 2x4 II 6x12 MT20HSC a4 II fP LOADING(psf) TCLL 20.0 ' TCDL 15.0 BCLL 0.0 BCDL 10.0 'SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.69 BC 0.77 WS 0.85 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) In (too) /deft L/d -0.20 12-14 >999 360 -0.4612-14 >613 240 0.13 8 n/a n/a 0.2412-14 >999 240 PLATES MT20 MT20HS Weight: 3231b GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 94-8 oc bracing. WEBS 2x4 SP No.3 *Except* W5: 2x4 SP M 31, Wi: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-1 (min. 0-4-6), 8=0-8-0 (min. 0-3-8) Max Hoa2=-127(LC 23) Max Uplift2=-3119(LC 8), 8=-2728(LC 9) Max Grav2=19610(LC 1), 8=6471(LC 1) FORCES. (lb)'- Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=-20158/5898, 3A=-17022/5075, 4-5=12805/4007, 5-6=12817/4007, 6-7=-16195/5157,7-8=-17185/5532 BOT CHORD 2-28=-5299/17946, 15.28=-5299/17946, 15-29=-5299/17946, 14-29=-5299/17946, 14-30=-4485/15202,13-30=A485/15202,12-13=A485/15202,12-31=A468/14465, 31-32=-4468/14465,11-32=A468/14465,11-33=-4844/15260, 33-34=A844/15260, 10-34=A844/15260, 8-10=A844/15260 WEBS 5-12=-3444/11102,6-12=-4443/1671,6-11=-156614453,7-11=-924/459, 7-1 0=309/81 0. 4-12=-5517/1560,4-14=-1454/5609,3-14=-3157/933,3-15=-715/2801 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6- 2 rows staggered at 0-5-0 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 (8) 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=5.Opsg BCDL=5.0psf, h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) The Fabrication Tolerance atjoint 5 = 4 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except jt=lb) 2=31'19 x � � Continued on page 2 / PE 76051 -0 STAT \ ,0 3, %0��SF�_ORID_.GN�����\ 22 NAL EN \\\ Job I ruse I russ I ype Uty Ply PSL 20 Avalon Taper Spee. PSL-20-Avalon Taper-A2-L B2 Common Girder 1 2 Job Reference (optional) 50umem Thies„FL Pierce, FL,34961- Run:8.310 s.Aog 132019 Pont 8.310 s Aug 132019 MTek Industries. Inc. Mon Mar1608:42:172020 Pa ---1D:25Ys9447kmmi295MnorlCoyODm-OKUWOtoih7oMVtMzllZITJRR7VfehQSzwSYstaa�IIbK NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1748 lb down and 515 lb up at 2-34, 1754 lb down and 497 lb up at 4-3-4. 1980 lb down and 5221b up at 6-3.4. 1980 lb down and 502 lb up at 8-34. 1980 lb down and 612 to up at 10-3-4, 1938 Ib down and 674 Ib up at 12-34, 1938 lb down and 675 lb up at 14-34, and 193E lb down and 675 lb up at 16-34, and 1575 lb down and 636 Ib up at 18-34 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. -LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 5-26=-70, 5-27=-70, 20-23=-20 Concentrated Loads (to) Vert 13=1980(F) 15=1754(F) 28=-1748(F) 29=-1980(F) 30=-1980(F) 31=1938(F) 32=-1938(F) 33=-1938(F) 34=1575(F) 0\11IIII/l///, X\\\\\P\ a.� ��GENgF"��`lr� �� PE 76051 1 1• I �I 1F O STAT i, :,40RI0p: ///'///7'310NAL ENG\\\\\\ Job ruse was I ype Uty Ply PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-1. 11 B3 Common 1 1 Job Reference (optional) aoumem irvss, r� riema�r L.,a4nm _ _ - Run:9.313 a Aup 132g19 Pnnt 6.3105 Aug 132019 Mrrek Industries, Inc. Mon Mar 16 09:42:18 2020 Page i -U'25Ys944Tkmmi2g5MnbdCoyODrxsWSNikuRT_7fzfSZW0poU6UfezordP'a6WM1IIP0YaQk17" 12-0-0 -2-0-0 5-11-7 11-0-0 114-D 17-0-925-0-0 z-0-0 1117 5-o-s 0�1 5.o-s s11a 2-o-D 0-e-0 Dead Load DeB. = 1/8 in U. 3x4 = 5x4 = ,3x4 = 3X5 = 3%4 = Jx4 = 3x4 = 3x5 = 7-10-5 i 55-11 23-4A 7-10-5 7-7-7 T_1nS (4 11 CO Plate Offsets (X,Y)— 12:0-1-3 0-0-2] r4:0-2-0 0-2.81r5:0-2-0 0-3-0] r6:0-2-0 0-2-B1 18:0-1-3 0-0-2] 113'0-2-2 0-0-e1 rl5'0-2-2 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.08 10-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.2010-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Hom(CT) 0.05 8 n1a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.0710-12 >999 240 Weight: 118 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-B), 8=0-8-0 (min. 0-1-8) Max Horz2=-1 31 (LC 6) Max Up1ift2=-341(LC 8), 8=-341(LC 9) Max Grav2=1195(LC 1), 8=1195(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-4-6 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1738/448, 3-4=-1528/444, 6-7=-1528/444, 7-8=1738/449, 4-5=-1288/443, 5-6=1288/444 BOT CHORD 2-12=-392/1470, 11-12=-146/999, 10-11=146/999, 8-10=-272/1470 WEBS 5-1 0=1 821537, 7-10=-354/272, 5-12=-182/537, 3-12=-354/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16fl; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoinl(s) except (jt=lb) 2=341, 8=341. LOAD CASE(S) Standard - GENg�.�� PE 76051 1 D STAT 0`\ o fuss Truss Type Q y Ply PSL 20 Avalon Taper Spec. PSL-20-Avalon Taper-P2-L Bd Hip 1 1 Job Reference o tional -., SOUIhg MjNsS.. HL2lerce, FLt, 549p3 ,. -. ,-,.- „- Run: 8.310 s Acg 132019 Pont: 6.3108 Au913 19 MiTek Intlusmes, Inc. Mon Mar 1606:42:192020 Page 1 ID:25Ys9447kmmi2g5MnodCoDi-KiDIv4v3ETFWbp114jKlnogVJ170LTwzNAWzySZa1:)b1"" -2-0-0 48-4 SO 14-0-D 18-7-13 Wo 25-V 2-0-0 4-. 43-12 I 5-0-0 4.3-12 ~ 4-8-3 O-0 Dead Load Dell. = 1B in 4x5 = 45 = 4 s (4 11 6 d US = 3z4 = sxv= 3z4 = US = LOADING(pso SPACING- 2-0-0 CS'. DEL.in (loc) I/dell L/d PLATES (GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Ved(LL) -0.23 11-18 >999 360 MT20 244/190 TCDL 15.0 ' Lumber DOL 1.25 BC 0.79 Vert(CT) -0.36 11-18 >789 240 BCLL 0.0 Rep Stress Incr YES VJB 0.19 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.1811-18 >999 240 Weight: 1151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-5 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=0-8-0 (min. 0-1-8), 7=0-8-0 (min. 0-1-8) Max Horz 2=-111(LC 6) Max Uplift2=-324(LC 8), 7=-324(LC 9) Max Grav2=1195(LC 1), 7=1195(LC 1) FORCES. (Ib). Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1758/443, 34=-1445/320, 4-5=-1238/319, 5-6=-1445/320, 6-7=-1758/443 BOT CHORD 2-11=385/1502, 10-11=154/1238, 9-10=154/1238, 7-9=-283/1502 WEBS 3-11=-356/262, 4-11=-16/354, 5-9=-16/354, 6-9=-356/263 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=324, 7=324. LOAD CASE(S) Standard ENSF.����i _ 1 i PE 76051 t, T �STATE@F S'/ONAL �NG \��� 24 Job russ Truss Type Uty Fly PSL 20 Avalon Taper Speo. PSL-20-Avalon Taper-A2-L 95 Hip 1 1 Reference (optional) Southemircss ,rF:Ep3rw. F41,3g4J, _ -.- �- -. .......�._-.«. Run:5.31jLs-AuQJ32p19 Pdnt0,.,3,1Q,s Aug 132019 MiTek Industries, Inc. Mon Mar 160842:202020 Eage�i -�" ID:25Ys944?kmmf2g5MnorlCoyODrs-pua77Qvh?cNNDycxeQrGZRZzh'sfv4xTFTcgGV ®'OV, QISH'T -2-10 I I -4 -0-0-0 0 2- 02 7-0- 3 ix 4x4 = 3x4 = 4x4 = Dead Load Dell. = 3116 in 3z5 = -"- 3x4 = ... --, 3x4 = 3x4 = 3x5 = Plate Offsets (X,Y)— 13:0-2-4,0-2-41,15:0-24,0-2-41. I11:0-2-2,0-0-81, (13:0-2-2,0-0-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft ud PLATES GRIP TCLL 20.0 f Plate Grip DOL 1.25 TC 0.63 Vert(L-) -0.15 8-10 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.33 8-10 >836 240 BCLL 0.0 Rep Stress [nor YES WB 0.23 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.0710-17 >999 240 Weight: 111 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD Zx4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 6=04-0 (min. 0.1-8) Max Horz2=-91(LC 6) Max Uplift2=-303(LC 8), 6=-303(LC 9) Max Grav2=1195(LC 1). 6=1195(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1693/374, 3-4=-1419/377, 4-5=1419/377, 5-6=-1693/374 BOT CHORD 2-10=-280/1406, 9-10=361/1622, 8-9=361/1622, 6-8=-224/1406 WEBS 3-10=-42/410, 4-10=-350/221, 4-8=-350/221, 5-8=42/410 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-8-3 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16fk Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=303, 6=303. LOAD CASE(S) Standard PE 76051 1� �" STAT ORIDP 5 Job 1russ, I was i ype Uty PBL20 Avalon Taper Spec PSL-20-Avalon Taper-A2-L Be Hip Girder 1 lFly 1 Job Reference (optional) '7D25Ys§449kmmi295Mn.-O"d ODrx-HSBVKmvcJmvWDq668C8NV6k64tgzkpG4Erti?40L-,Gb6 -2-11 5-0-0 9-5-15 13-10-1 11-4 0 23-0-0 25-0-0 2-0-0 5-0-0 I 4 15 4-0J 4515 I 5-0-0 2-0-0 A nnr'-T 4x4 = 3x8 = 3x4 = 4x4 = 3 2526 4 5 27 28 6 Dead Load Deft. = 3116 in NOP2X ST I 2 STP 7 Vj"NOP2X FR 3p .l 13 30 31 12 11 3x9 = 3x4 = 4x8 MT20HS= 1x4 II 10 32 33 9 3x4 = 3x4 = 3x9 = LOADING(psf) TCLL 20.0 TCDL 15.0 i BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSL TC 0.86 BC 0.80 WB 0.72 Matrix -MS DEFL. in (loc) I/deb L/d Vert(LL) -0.17 12-13 >999 360 Vert(CT)-0.3812-13 >732 240 Ho2(CT) 0.11 7 n/a n/a Wnd(LL) 0.23 9-10 >999 240 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 121 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc purlins. T2: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-9-6 oc bracing. BOT 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. 0-1-9), 7=0-8-0 (min. 0-1-9) Max Hor42=61(LC 23) Max Uplift2=-749(LC 8), 7=-749(LC 9) Max Grav2=1906(LC 1), 7=1906(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3453/1449,3-25=-3052/1334,25-26=.305211334,4-26=3052/1334, 4-5=4238/1810, 5-27=.3052/1334,27-28=-3052/1334,6-28=-3052/1334,6-7=-3453/1449 BOT CHORD 2-13=1257/2997, 13-30=-1748/4236, 30-31=1748/4236, 12-31=1748/4236, 11-12=1748/4236, 10-11=.1748/4236, 10-32=1738/423B, 32-33=1738/4238, 9-33=1738/4238. 7-9=-1215/2996 WEBS 3-13=280/1032, 4-13=1439/617, 4-12=-02/354, 5-10=-08/354, 5-9=1441/617, 6-9=-280/1032 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: Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=749, 7=749. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 Ib down and 276 Ib up at 5-0-0, 92 It, down and 114 Ito up at 7-0-12, 126 lb down and 148 lb up at 7.5-4. 126 lb down and 148 Ib up at 15-10-12, and 92lb down and 114 lb up at 16-3-4, and 239 Ib down and 276 lb up at 18-0-0 on top chord, and 159 lb down at 5-0-0, 50 lb down at 7-0-12, 370 lb down and 155 lb up at 7-5.4, 3701b down and 155 lb up at 15-10-12, and 50 lb down at 16-33, and 159 lb down at 18-34 on bottom chord. The designiselection 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). \\�.�,`1 LOAD CASE(S) Standard \\� \-� NI B(�„/// 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 . Continued on page 2 PE 76051 �E 0 - STATET)F-ter i���`F��� L ENG?\\\ R Jolo Truss toss ype y y PSL 20 Avalon Taper Spec PSL-20-Avalon Taper.A2-L B6 Xip Gir4er 1 1 Job Reference (optional) o:C.J1psJJ�Slp,lula Ynnt 5.31 U S Au1 Y ZU 19 MI 1 e61nausnles, lnc.MoMarlti Utl:43:L1 L11N Page[ D:25Ys94'4?kniml2g 5MncflCoyODrx-gFi58VKrnwJfivW Dg668CeNV6kn 64tG_KpG3ErtPY4DCYal7be"'-9 LOAD CASE(S) Standard Uniform Loads (plf) ---k�a;.,,Vert"-24=70, 3-6=-70, 6-29=70, 18-21=20 Concentrated Loads (lb) Vert: 3=W (B) 6=-141(B) 13=47(B) 9=47(B) 25=70(B) 26=121(B) 27=-121(8) 28=-70(B) 30=32(B) 31=370(B) 32=370(B) 33=32(B) -..:tiro,..... :.arras' V\GEN8: PE 76051 �t o toss russ ype y y PSL 20 Avalon Taper Spec PSL-24Ava1on 1a1e1-A2-L C1 Rooi Spedal 1 1 Job Reference (optional) 3A = 5x8 = 1X4 II 4x7 = 10 9 8 7 6 2x6 11 Us = 4x5 = 3x5 = 3X4 = 5-0-0 10-8A 20-1MI — Dead Load Der. = 114 in Plat& Offsets (X,Y)- [1:0-1-8,0-3-0], [3:0-5-4,0-2-0] [6:0-2-0 0-1-81 [10:0-3-0 0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udall Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.27 6-7 >915 360 MT20 244/190 TCDL 15.0 i Lumber DOL 1.25 BC 0.86 Vert(CT) -0.54 6-7 >453 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.16 6 n1a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.03 9-10 >999 240 Weight: 155 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 SP No.3 WEBS 1 Row at midpt 3-9 REACTIONS. (size) 6=Mechanical, 12=Mechanical Max Horz 12>247(1_C 9) Max Uplift6=-216(LC 9), 12=-293(LC 4) Max Grav6=921(LC 1), 12=890(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 1-2=494/211, 2-3=494/211, 3-0=802/229 BOT CHORD 8-9=57/643, 7-8=-57/643, 6-7=144/666 WEBS 1-9=294/822, 2-9=-414/237, 3-9=-263/109, 3-7=-45/330, 4-6=898/213, 1-12= 892/294 r NOTES. 1) Wind: ASCE 7-10; Vult=166mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water 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 9irder(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) except Ot=lb) 6=216, 12=293. LOAD CASE(S) Standard \\\\\\\III I / //// LPN----L��i '\GENs�.����i_ PE 76051 T 7 Joe inuss i russ I ype Uty Fly PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-L C2 Roof Special 1 1 Job Reference (optional) .,,,.....,. _ .., �....�.. _._...�n�,-1—.1D'25Ys9447kmm3g5Mn—orlCo'y Dorz-lHitY6xxXD,, e4SGnmn KmlerukfyeD,pag„OoHYm br Y� 3x4 = lx4 II 4x8 = noon i „ten n>a - m i� 11 9 8 7 6 5 2x4 II Us = 3x4 = 3x4 = 2x6 II Plate Offsets (X,Y)— [3:0-5-4,0-2-01 t4:0-1-0,0-1-8] t5:0-3-0 0-0.01 LOADING(pst) SPACING. 2-0-0 CSI. DEFL. in (loc) Well Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.11 5-6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.26 BC 0.52 Vert(CT) -0.23 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPl2014 Matrix -MS Wind(LL) 0.03 6-8 >999 240 Weight 134 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 6-0-D oc putins, except T2: 2x4 SP M 31 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-8 REACTIONS. (size) 9=Mechanical, 5=Mechanical Max Horz9=-197(LC 9) Max Uplift9=-319(LC 4), 5=-190(LC 9) Max Grav9=919(LC 1), 5=919(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=861/344, 1.2=542/227, 2-3=642/227, 3-4=915/219, 4-5=843/224 BOT CHORD 7-8=1071706, 6-7=107l/06 WEBS 1-8=328/925, 2-B=488/294, 4-6=-96/655 NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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) except (jt=11b) 9=319, 5=190. LOAD CASE(S) Standard GEN&�����i�/ PE 76051 D STAT 11//SSZ,ONAL ENG\���\\ o ruse toss ype y y PSL 20 Avalon Taper Spec PSL.20.Avalon Taper-A2-L C3 Roof Special 1 1 Job Reference (optional) pvoo�oy ov+•.�.,=pp. •. �.++++nuu.aa's944 �oamrumu.a,Y>nuY, a Tom rv, ucnnwZ5N0 PZB9 Rk4kdH.r<.aacucu re "'IDi25Ys9447 rtimi2g5MnodCoyODrx=GTOGISyZIXnix40LWJZPZB96Rk4kdHGIXIoUB5EzaQbE— 3x5 = 4x8 = Dead Load Dan. =1116 in 11 8 7 6 3 2x4 II 3x8 = x4 = 3x4 - 2x4 II Plate Offsets (X,Y)- 13:0-5-4,0.2-0],[4:0-1-4,0-1-81, [8:0-2-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) UdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.07 8-9 >999 360 MT20 244/190 TCDL 15.0 f Lumber DOL 1.25 BC 0.52 'Vert(CT) -0.15 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.01 5 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(-L) 0.03 6-B >999 240 Weight: 126 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-11-7 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 9=Mechanical, 5=Mechanical Max Horz9=-147(LC 9) Max Uplift9=-317(LC 4), 5=-215(LC 4) Max Grav9=919(LC 1), 5=919(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=854/346, 1-2=837/294, 2-3=837/294, 3-4=-891/242, 4-5=866/239 BOT CHORD 7.8=151l713, 6-7=1517713 WEBS 1-8=-366/1039, 2-B=.586/343, 4-6=154/740 NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0pst h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=lb) 9=317, 5=215. LOAD CASE(S) Standard PE 76wL.%\ ` 9 Job r4us5 rusa ype y y PSL 20 Avalon Taper Spec. - M-20-Avalon Taper-A2-1. C Foof:pedal i 1 Job Reference (optional) .. .oumem - - _.-,f_ —�' Dead Load Dell. = 1141n 3x4 = 1x4 II 3x5 = 3x4 = 1 2 3 4 5 4e4 = 6.00 12 i 10 9 8 12 3x5 2A 11 3x4 = = ix4 11 3x8 = 2x4 11 5-7-7 11-1-1 16-6-8 20-8-8 ��_3 I eta � I t3_3 I ess Plate Offsets (X Y)— 11:0-1-12 0-1-81 f5:0-2-0 0-2-01 f11:0-1-12 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.20 8-9 >999 360 MT20 2441190 TCDL 15.0 i Lumber DOL 1.25 BC 0.78 Vert(CT) -0.46 8-9 >534 240 BCLL 0.0 Rep Stress Incr YES WB 0.47 HOM(CT) 0.02 7 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wnd(LL) 0.27 8-9 >905 240 Weight: 119 lb FT=20% LUMBER- - BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-3-4 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 'BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. REACTIONS. (size) 12=1vechanical, 7=14echanical Max HOrz12=97(1_C 9) Max Uplitt12=314(LC 4). 7=245(LC 4) Max Gravl2=919(LC 1), 7=919(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1.12=921/356, 1-2=-937/327, 2-3=-937/327, 3A=937/327, 4-5=-672/247, M=-803/243, 6-7=907/267 BOT CHORD 10-11=-271/937, 9-10=-271/937, 8-9=271/937 WEBS 1-11=432/1236, 2-11=-548/288, 4-8=-350/143, 6-8=215/806 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water 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 truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 12=314, 7=245. LOAD CASE(S) Standard PE 76051 ` STAT f 0'c�`��ORI_DA o rusa rusa ype y y PSL 20 Avaon Taper Speo. PSL-20-Avalon Taper-A2-1- C5 Roof Spedal Girder 1 1 Job Reference (optional) _SOWIertIJNSS,tLYlerCe. tL. JGtlT ,�_- Hun: u,61Ua Aug 13Zulu Ypnt 5.31U S AU9i3201e M11ek InaOSUleS,nn1 Man Maribum42:[DzuZU page Di25Ys944?kmmi2g5MnorlCoyODdr=9sNOA7zgg8MJkVvR_RRGaGn21R011vglSZM -zTdQbC ' 837 12-57 18-M 20-8-8 6-3-7i 6-111 i 637 Dead Load Dad. =118 in 3.8 = 1x4 II 3x5 = 3x8 = 6.00 12 1 13 14 15 2 16 3 17 4 1a 1q gn 5 4x5 = 21 22 23 11 24 25 10 26 27 28 29 12 US II 48 = _ 45 = 1x4 II 48 = 2x6 II Plate Offsets (X,Y)— (5:0-3-0,0-2-41.[8:0-2-0,0-1-12],111:0-3-0,0-1-81, r12:0-3-0,0-1-e1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.08 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -OA9 9-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(CT) 0.04 7 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.10 9-11 >999 240 Weight:1211b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' T3: 2x4 SP No.2 SOT CHORD 2x4 SP M 31 WEBS 2x4 SP N0.3 *Except* W2: 2x4 SP No.2 REACTIONS. (size) 12=10echanical, 7=Mechanical Max Horz12=47(1-C 22) Max Uplift12=765(LC 4), 7=684(LC 4) Max Gravl2=1997(LC 1), 7=1864(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 1-12, 4-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1836/822, 1-13=-2426/931, 13-14=.2426/931, 14-15=-2426/931, 2-15=2426/931, 2-16=2426/931, 3-16=-2426/931, 3-17=-24261931, 4-17=-2426/931, 4-18=-1018/394, 18-19=-1018/394,19-20=-1018/394,5-20=-1018/394,5-6=-1127/408,6-7=-1899/663 BOT CHORD 11-24=-1036/2735,24-25=-1036/2735,10-25=-1036/2735,10-26=-1036/2735, 9-26=-1036/2735,9-27=-103612735,27-28=-1036/2735, 28-29=-1036/2735, 8-29=1036/2735 WEBS 1 -11 =1 05912760, 2-11=904/621, 4-11=-361/164, 4-9=0/526, 4-8=2006/789, 6-8=627/1739 NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf,, h=16tt; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=lb)12=765, 7=684. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 lb down and 163 lb up at 0-9-4, 137 lb down and 168 lb up at 2.9-4, 137 lb down and 168 lb up at 4-9-4, 137 lb down and 168 lb up at 6-9-4, 137 lb down and 168 lb up at 8-9-4, 137 lb down and 168 lb up at 10-9-4, 137 lb down and 1681b up at 12-9.4, 137 lb down and 168 lb up at 14-9-4, and 137 lb down and 168 lb up at 16-9A, and 137 lb down and 1681b up at 18-8.8 on top chord, and 99 lb down at 0-9-4, 91 lb down at 2-9.4, 91 lb down at 4-9-4, 91 lb down at 6-9-4, 91 lb down at 8-9-4,91 to down at 10-9-4, 91 lb down at 12-9-4, 91 Ib down at 14-9-4, and 91 lb down at 16-94, and 91 lb down at 18-9-4 on bottom chord. The designiselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASES) section, loads applietl to the face of the truss are noted as front (F) or back (e). \\\\\III I I II//// \\��\\p'N Nl_1 / - 411 VXGEI�'34 � PE 76051 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=70, 5-6=70, 7-12=20 Continued on page 2 'STATE — — 4 1 Job Nss was I ype uty Fly PSL 20 Avalon Taper Spec -Av PSL-20alon Taper-A2-1. CS Roof Spedal GiNet 1 1 Job Reference (optional) S=ftem-1 Nee, eL Piercer, t4�P?apl _ ,- ._ _ ItQq:6.31U5 AUg132U19Pnnf.6.31U5Au9132U19MIIeKinCUSMe5,InC, Mon Mar1606:933S2U2U Ya902 - --IDi25Ys9447kmmi295MnorlCoyODm-SsNOA7zggBOfJkVvR_RRGaGn2tR0fTw6zHmzaftC — LOAD CASE(S) Standard Concentrated Loads (to) Vert 3=137(B) 5-137(B) 8=-64(B) 13=150(B) 14=137(B) 15=137(B)16=137(B) 17=137(B) 18=137(B) 19=137(B) 20-137(B) 21=-68(B) 22=-64(B) 23=-64(B) 24=-64(B) 25=64(B) 26=64(B) 27=-64(B) 28=64(B) 29=-64(B) c PE 76051 r t - 4I -0 STAT /9/ONAL ENG\\��\\ o toss russ ype y y PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-1. CJ3 Diagonal Hip Girder 2 1 Jab Reference (optional) _HYpa.3lUfl Auee l3 LUi9 Pnnt a.310 S Aug 132019 M11ex lnauStreS,IOC. Men Mir 1809:42' 020 Pa B ID:25Ys9447Rmmi2g5MnorI�yODrx-d2x001`BES6Wzf35_hygpopzLHIIOIYz_mlr za LOADING(psf) SPACING- - 2-0-0 CSI. DEFL. in (Joe) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.07 4-11 >679 240 MT20 2441190 TCDL 15.0 ( Lumber DOL 1.25 BC 0.58 Vert(CT) 0.07 4-11 >689 240 BCLL 0.0 Rep Stress Incr NO WE 0.00 Horz(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 22lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-10-15 (min. 0-1-8), 4=Mechanical Max Hoa2=177(LC 4) Max Uplift3=-96(LC 8), 2=-336(LC 4), 4=-62(LC 17) Max Grav3=109(LC 31), 2=366(LC 31), 4=82(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4.1-7 oc purlins. 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=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Part. Encl., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3, 4 except Qt=lb) 2=336. 5) Hanger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s) 1421b down and 141 lb up at 1-6-1, and 142 lb down and 14l lb up at 1-6-1 on top chord, and 37 lb down and 93 to up at 1-6-1, and 37 lb down and 93 lb up at 1-6-1 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (S). LOAD CASES) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifaml Loads (plf) Vert: 1-3=-70, 4-9=20 Concentrated Leads (Ib) Vert: 12=119(F=60, B=60) 13=103(F=51, B=51) GENgF./F�(�ii i r PE 76051 \1 =� F" STAT I �i01c :-<ORIDA o fuss was I ype y y PSL 20 Avalon Taper Speo, PSL-20-Avalon TaperQ-L CJ3C DIAGOML HIP GIRDER d 1 Job Reference (optional) SoWhem Trusr,FLPierce,FL_34951 I Mon I� 4-1-7 Plate Offsets MY)— 17:0-2-2,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.03 5 >880 360 MT20 244/190 TCDL 15.0 f Lumber DOL 1.25 BC 0.27 Vert(CT) -0.07 5 >387 240 BCLL 0.0 Rep Stress lncr NO WB 0.09 Horz(CT) -0.00 2 r1a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wnd(LL) 0.02 5 >999 240 Weight: 231b FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.1-7 oo purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 1-10-10 except Qt=length) 4=14echanical. (lb) - Max Horz2=147(LC 4) Max Uplift All uplift 100 to or less at joint(s) 4 except 2=365(LC 4), 6=205(LC 17) Max Grav All reactions 250lb or less at joint(s) 4 except 2=412(LC 1), 6=339(LC 20), 2=412(LC 1) FORCES. (@) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vul1=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 2) 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 ANSI/ PI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 at joint(s) 4 except Qt--)b) 2=365, 6=205, 2=365. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 1121b down and 141 lb up at 1-6-1, and 112 It, down and 141 lb up at 1-6-1 on top chord. The design/selection of such connection devica(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 (plf) Vert 1.4=-70, 5-11=20 Concentrated Loads (to) Vert: 3=119(F=60,B=60) ��GENgF���(�/i PE 7*6051 STAT 1l14 fox, :4'' X //11/Lis`S1ONAL ENG \\ o inuss I was I ype Lay Fly PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-L W5 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) SRulhem Truss-, Ft Pierce; FL, 34951, s _--„-._�.,�.; - _Run:%19u4aAug-132019,Pnnt8.3105.4ugl32019MiTeklndusuies, Inc. Man Marl6.08:42:2TPBE0*Pat4v,— ' - 10:25Ys944?kmmi2g5MnoriCoyODrx-5FVmbp?4UGNY1eHYPTvM?LFFhBCD9p6DQSOE?zaQbA -2-9-15 6.11-6 ' 2-9-15 6-11-6 Plate Offsets (X,Y)- 15:0-2-2.0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.29 Vert(LL) -0.19 4-11 >428 240 MT20 244/190 TCDL 15.0 ! Lumber DOL. 1.25 BC 0.22 Vert(CT) -0.22 4-11 >370 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.02 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 31111 FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-10-15 (min. 0-1-8), 4=Mechanical Max Horz2=197(LC 4) Max Upllft3=-161(LC 8), 2=-335(LC 4) Max Grav3=182(LC 31), 2=464(LC 31), 4=112(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-D oc purlins. 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=5.Opsf; BCDL=5.Opsf; h=16ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 3=161, 2=335. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1121b down and 141 lb up at 1-6-1, 112 Ib down and 141 lb up at 1-6-1, and 82 lb down and 82 lb up at 4-4-0, and 82 lb down and 821b up at 44-0 on top chord, and 37 lb down and 93 lb up at 1-6-1, 37 lb down and 93 Ib up at 1-6-1, and 33 lb down and 5 Ib up at 44-0, and 33 Ib down and 5 lb up at 4-4-0 on bottom chord. The design/selecton of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(5) 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 (Ib) Vert: 12=119(F=60, B=60) 14=103(F=51, B=51) i FE 76051 \� * 1 + r STAT r �i0� ` �C S/RNAL ENG\\\\�\ 3 4 Job fuss I ype Uty Fly PSL20Avalon Taper Spec. PSL-20-Avalon Taper-A2-1. ITIUSS CJ42 Diagonal Hip Gisler 1 1 Job Reference (optional) SouURM Tnuss, Ft Pierce, FL, 34951 Run: 8.310 s AUB 13 2019 Pnnt 8.310 s Aug 132019 MTek IndusMes, Inc. Mon Mat l6 DB:42:28 2020 Pege t • �- - '' "' "' -'-- '' ` M9-fs444ugrri2g5MnoTiCoyODm-aR39o9Oi630FABDU66?8uDWT5W37C3GS-CzmRt---7' ' -1-5-0 5-9-15 1S-0 I 5-9-15 Plate Offsets (X,Y)— r5:0-2-2,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) .0.15 4-11 >472 240 MT2D 244/190 TCDL 15.0 1 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.08 4-11 >820 240 BCLL 0.0 Rep Stress Incr NO WS 0.00 Hom(CT) 0.02 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 271b Fr=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-10-15 (min. 0-1-8), 4=Mechanical Max Hom2=177(LC 4) Max Uplift3=-145(LC 8), 2=•320(LC 4). 4=-11(LC 17) Max Grav3=158(LC 31), 2=416(LC 31). 4=128(LC 20) FORCES. (lb) - Max. CompJMax. Ten. -AII forces 250 (Ib) or less except when shown. BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-15 oc puriins. 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=5.Opsf BCDL=S.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except 0t=1b) 3=145. 2=320. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 lb down and 141 lb up at 1-6-1, 112 lb down and 141 lb up at 1-6-1, and 82 lb down and 82 lb up at 4-4-0, and 82 lb down and 82 lb up at 4-4-0 on top chord, and 37 lb down and 93 Ib up at 1.6-1, 37 It, down and 93 lb up at 1-6-1, and 33 lb down and 5lb up at 4-4-0, and 33 Ib down and 5 lb up at 4-4-0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 4-9=-20 Concentrated Loads (lb) Vert: 12=119(F=60, B=60) 14=103(F=51, B=51) 5m GENg PE 76051 lE�yf(\ STAT: 4ri �i0c //////S/%NAL Job Tnuss russ I ype Uly y PSL 20 Avalon Taper Spec. PSL-20-Avalon Taper-A2-L Di Manopitch 1 1 Job Reference o lionat soutnem russ, m. vierce, rL, s4sa1 — _ -- 3x4 II 2x6 II 6 II AT20HS= 3x4 = ix4 II 3x4 = 7-9-3 iS3A 16A-0 - Dead Load Defl. = 1/16 in Plate Offsets (X Y)— I7:0-3-0 0-0.41 I8:0-3-8 0-0-01 f9:0-1-12 0-1-81 I11:0-2-2 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.08 9.10 >999 360 MT20 244/190 TCDL 15.0 a Lumber DOL 1.25 BC 0.84 Vert(CT) -0.17 9-10 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES W8 0.31 Horz(CT) -0.03 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.0910-15 >999 240 Weight: 94lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 GOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 7=Mechanical, 2=0-8-0 (min. 0-1-8) Max Hom2=438(LC 8) Max Uplift7=-337(LC 8), 2=-200(LC 8) Max Grav7=704(LC 1), 2=867(LC 1) FORCES. (lb) - Max. Camp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=1002/95, 3-4=-790/113 BOT CHORD 2-10=389/799, 9-10=-389/799, 8-9=-155/452 WEBS 4-10=0/344, 4-9=-810/391 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-0-15 oc bracing. WEBS 1 Row at midpt 4-9 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; 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) Ali plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 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 1001b uplift at joint(s) except Ot=lb) 7=337, 2=200. LOAD CASE(S) Standard ,5 - 3�A- \���Q %\GEN&F.`��/i PE 76051 ) 'TIC" STAT 0RIDP \�0\�� 5 O was russ ype y y PSL 2a Avalon Taper Spec PSL-20-Avalon Taper-A2-L 02 Monopltrh 2 1 Job Reference o gonal ___,..u„�.»a„.,.,...-....�.G.4.........�,.-------1 - ,.,,,r. ,.,<v,e mu.. e,.�� T= a .n.n mu, io ID:25Ys944 kmmi2g5MnotiCoyODm-WgBVDrlyege;& ;DX1¢ezd_u3M0E2vO.r--aflb7 -0I MI 3-0W -0I I 2x411 7 Dead Lead Defl. = 5/16 In 7 3A = 3x6 II IA II 1-8-8 .2-8-0. 8.O.n tun . 1i3 16.n-0 141-6 11-10 64-0 154-0 1-11-8 0-6 Plate Offsets KY)— f9:0-5-8,0-2-01, fl2:0-4-0 0-0-81.113:03-0 0.0-41 f15:0-2-2 0-0.81 LOADING(pso SPACING. 2-0-0 CSI. DEFL. in ([cc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.23 11-12 >821 360 MT20 244/190 TCDL 15.0 f Lumber DOL 1.25 BC 0.79 Vert(CT) -0.5611-12 >342 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.18 8 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wnd(LL) 0.4011-12 >473 240 Weight: 111 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP M 31, B4,F2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-7-3 oc bracing. Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 9-10 OTHERS 2x4 SP No.3 REACTIONS. (size) 8=Mechanical, 2=0-8-0 (min. 0.1-8) Max Hom2=438(LC 8) Max Uplift8=-337(LC 8). 2=-200(LC 8) Max Grav8=704(LC 1), 2=867(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=685/0, 3-4=1220/244, 4-5=-1059/261, 5-6=-476/63 BOT CHORD 2-14=315/522, 13-14=315/522, 12-13=.206/380, 3-12=-192/515, 11-12=511/1047, 6-9=180/514, 8-9=-166/337 WEBS 5-11=0/262, 9-11=-527/1047, 5-9=.771/373, 6-8=-685/338, 3-14=-549/310 NOTES. 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate 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 nonconcurrentwith 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 Ib uplift at joint(s) except (It=1b) 8=337, 2=200. LOAD CASE(S) Standard \\0\\�III I //,/ i PE 76.051 Job rus5 I was I ype U y Ply PSL 20 Avalon Taper Spec. PSL.20-Avalon Taper-A2—L D3 Monopitch 1 1 Job Reference (optional) _ ID:25Vs9447kriiimi295Mn�RLa`yODnc_OIFiRB2aP'rYipi(y3nEYrWNJpHIQi9sZi82Obhlmi Dh6"'-" -2-0.0 2-8-0 8-0-0 13-0-0.. 16-0-0 2A-0 2-8-6 5-4-0 5-0-0 2-8-0 NOP2X STP= 3w ix4 II 2 1 48 MT20HS II 1 x i 15 14 3x4 = US II ix4 II 1-8-6 .2-8-0, e.n-n 2x4 II 7 Dead Load Del. = 5/76 in 6.00 12 3x4 G fi 3x4 6 3x4 4 5 4 10 9 4 N 2X STP 4x8 cc 8 1 3x4 = 12 2x II 4x4= 1x4 It x4 11 1x4 It 13d-0 . 15-3-8 1.B-M 1-8-6 -11-1 54-0 54-0 1-11-8 -8- Plate Offsets (X Y)— 110:0-6-4,0-2-01 113:0-4-0 0-0-8j 114:0-24 0-0-4j 116:0-2-2 0-0-81 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.80 Vert(LL) -0.2212-13 >813 360 MT20 244/190 TCDL 15.0 € Lumber DOL 1.25 BC 0.76 Vert(CT) -0.5412-13 -339 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.16 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wnd(LL) 0.3912-13 >468 240 Weight: 1111b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-12 0o pudins, except BOT CHORD 2x4 SP No,2 *Except* end verticals. 32: 2x4 SP M 31, B4,F2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-10-8 oc bracing. Except: WEBS 2x4 SP No,3 6-0-0 oc bracing: 10-11 OTHERS 2x4 SP No.3 REACTIONS. (size) 8=0-8-0 (min. 0-1-8), 2=0-8-0 (min. 0-1-8), 9=0-8-0 (min. 0-1-8) Max Hoa2=438(LC 8) Max Uplifte=-116(LC 8). 2=-190(LC 8), 9=-231(LC 8) Max Grav8=153(LC 1), 2=842(LC 1), 9=577(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-656/0, 3-4=-1146/213, 4.5=-984/231, 5.6=436/54 BOT CHORD 2-15=-306/500, 14-15=-306/500, 13-14=-199/364, 3-13=-174/469, 12-13=-4831979, 6-10=-121/358, 9-10=-152/289, 8-9=-153/291 WEBS 10-12=-503/993, 5-10=-706/338, 6-8=-548/286, 3-15=-527/301 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0psf; h=16ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ot=lb) 8=116. 2=190, 9=231. LOAD CASE(S) Standard \\\\I01 I I I I I//,/ NI_BL��/��� GENg�.���ii PE 76051 "STATE'�F--Uri ` 9 Job ru55 I ru55 i ype uly Fly PSL 20 Avalon Taper Spec. PSL-20-Avalon Taper-A2-L D4 Monopitch 1 7 Job Reference (optional) o=narn !was I rL rierce, ram, eaam rtun: 3x4 = 3x4 � 7 3x4 = 3x5 II W 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Verl(LL) -0.22 13-14 >814 360 TCDL 15.0 € Lumber DOL 1.25 BC 0.76 Vert(CT) -0.54 13-14 >339 240 BCLL 0.0 Rep Stress Incr YES NB 0.48 Hom(CT) 0.17 9 n/a n/a BCDL 10.0 Code FBC2017fFPI2014 Matrix -MS Wind(LL) 0.3813-14 >475 240 Dead Load Dell. = 5/16 in PLATES GRIP MT20 2441190 MT20HS 1871143 Weight:110lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins, except BOT CHORD 2x4 SP N0.2 *Except* end verticals. B2: 2x4 SP M 31, B4,F2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except WEBS 2x4 SP No.3 6-0-0 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 Uplift9=-90(LC 4), 2=-210(LC 8), 10=-239(LC 8) Max Grav9=138(LC 1), 2=841(LC 1), A0=592(LC 1) FORCES. (fib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-655/0, 3-4=-1143/252, 4-5=-982/269, 5-6=-380/64 BOT CHORD 2-16=-296/499, 15-16=-296/499, 14-15=194/363, 3-14=-172/468, 13-14=-472/977, 6-11=-102/323 WEBS 5-13=0/279,11-13=460/907,5-11=-789/380,6-9=-519/249,3-16=-526/297 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=16R; Cat. ll; 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 nonconcurrenl with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 9 except Ut=lb) 2=210, 10=239. LOAD CASE(S) Standard Z'GENgF.\��i�i PE 76051 / T 0 STAT +� 9 o russ russ ype y y PSL 20 Avalon Taper Spec, PSL-20-Avalon Taper-A2-L D5 Monopitch 1 1 Job Reference o tional . r,eod .rsi.P......-+_.....-, ._. _...._ _pyy..oa �-.5uo ava , .0 , D, .., tMrA9vo pID2kmn12g5MnorlCbyODrz+SCIfeX3XFLy3433yFImwolksCza0b5 2-0-0 24A A-0 2-1-0 28I L0 I 3-00 2-0-0-0 2 60 4--0 l 3x4 = 3x4 = 2x4 It 5 6 7 11x Dead Load Deb.- 5/16 in LOADING(psf) TCLL 20.0 TCDL 15.0 i BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC201717PI2014 CS'. TC 0.85 BC 0.76 WB 0.47 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wndit_Q in floc) IldeFl L/d -0.22 12-13 >809 360 -0.54 12-13 >338 - 240 0.17 8 n/a n/a 0.3712-13 >486 240 PLATES MT20 MT20HS Weight: 106 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP N0.2 *Except* end verticals. 132: 2x4 SP M 31, B4,F2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Except: WEBS 2x4 SP No.3 6-0-0 cc bracing: 10-11 OTHERS 2x4 SP No.3 REACTIONS. (size) 8=0-8-0 (min. 0-1-8), 2=D-8-0 (min. 0-1-8), 9=0-8-0 (min. 0-1-8) Max Horz2=342(LC 8) Max Uplift8=-126(LC 4), 2=-225(LC 8). 9=-224(LC 8) Max Grav8=145(LC 18), 2=840(LC 1), 9=616f -C 1) FORCES. (Ib) -Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-655/27, 3-4=-1137/290, 4-5=-383/87, 5-6=-258/101 BOT CHORD 2-15=-282/500, 14-15=282/500, 13-14=-185/363, 3-13=-155/459, 12-13=-440/969, 6-10=-98/308, 9-10=-99/260, 8-9=-1001261 WEBS 4-12=0/283,10-12=-429/888,4-10=-771/357, 6-8=-505/195,3-15=-527/289 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt=lb) 8=126, 2=225, 9=224. _ LOAD CASE(S) Standard \�0\11 � I I B l/,/�/ \"\GENS�.`��/i PE 76051 ` i STAT A o toss ruse Type y y P6L 20 Avalon Taper Spea PSL-20-Avalon Taper-A2-1. D6 Monopitch 1 1 Job Reference (optional) southern TNas, Ft Pie2e, FL, 34951 RUn: 8,3105 AUg 13 ZU19 Vnn: U.31U sAug 13 ZU19 MI IeK InauaNell, mn c. Mon Mao uo:VCss [v[v age l '�-'""" `^'ID:25Ys944?krr -- I 2g5Mnor]CoyODtz-wPs2ss3mbO0VHy6R,faJbGbis66AdrrtV9bMviRfz -220.-000 2--0 0 10-0 16-0-0 2-8-0 ~2-8-00.0 2-0.0 -0D I 3x4 = 3x4 = 2x4 11 Dead Load Deff. = 5116 in 1-8-6 1 2-8-0 8.0-0 13-0-0 15-3-1 I1 — 1-8-5 0-17-10 5-4-0 5-4-0 1-11-8 0-8-8 Plate Offsets (X Y)- 75:0-2-0 0-2-81 (8:0-1-12 0-1-81 (10:0-7-0 0-2-01 (13:0-4-0 0-0-87 [14:0-2-4 0-0-4] f16:0-2-2 0-0-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.23 12-13 >798 360 MT20 244/190 TCDL 15.0 f Lumber DOL 1.25 BC 0.76 Vert(CT) -0.55 12-13 >333 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.18 8 n/a We BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wnd(LL) 0.3512-13 >502 240 Weight: 102 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2'Excepr B2: 2x4 SP M 31, B4,F2: 2x4 SP No.3 130T CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 8=0-8-0 (min. 0-1-8), 2=0-8-0 (min.. 0-1-8), 9=0-8-0 (min. 0-1-8) Max Horz2=292(LC 8) Max Uplift8=-190(LC 6), 2=-229(LC 8), 9=-289(LC 8) Max Grav8=88(LC 8), 2=832(LC 1). 9=796(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=-650/54, 3-4=1104/275, 4-5=380/125, 5-6=279/108 BOT CHORD 2-15=-259/498, 14-15=259/498, 13-14=-168/360, 3-13=-112/428, 12-13=-373/936, 9-1 0=-1 09/292, 8-9=-110/294 WEBS 4-12=01298, 10-12=336/797, 4-10=-712/335, 6-8=-493/180, 3-15=-5241271 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bracing: 10-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=16ft; Cat. II; Exp C; Encl., GCpi=D.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 nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 8=190, 2=229, 9=289. LOAD CASE(S) Standard GENsFr, PE 76051 -o �- A-- ar " /O��`��ORI_DA //11111`S";ONAL ENG���\\\ J00 fuss I ruse I yp¢ y PSL20 Avalon Taper spec PSL-20-Avalon Taper-A2-1. D7 JUIY Monopach 1 1 Job Reference (optional Soutpem TLuss., Fl, Plerce, FL 84951, _ 4x8 = 3x4 = • •, "' „ 3x4 = 2x4 11 1-0-6 24L0 8.0-0 134-0 15-341 16-0-0 i-6-6 �0-11-101 54-0 5-0-0 1-11-8 1M 8 Dead Load Dan. = 5116 in Plate Offsets (X,Y)— 13:0-3-12,0-1-e1 [4:0-5-4,0-2-01 17:0-1-12 0-1-B1 [9:0-6-4 0-2-41 rl2:04-0 0-0-e1 113:0-2-4 0-0-41 115:0-2-2 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.24 11-12 >759 360 MT20 2441190 TCDL 15.0 f Lumber DOL 1.25 BC 0.78 Vert(CT) -0.57 11-12 >318 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.18 7 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wnd(LL) 0.3611-12 >502 240 Weight: 971b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: B2: 2x4 SP M 31, B4,F2: 2x4 SP No.3 6-0-0 oc bracing: 9-10 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.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=242(LC 8) Max Uplift7=-131(LC 4), 2=231(LC 8), 8=212(1_C 8) Max Grav7=125(LC 18), 2=836(LC 1), 8=698(LC 1) FORCES. (Ib) - Max. Comp.IMax. Ten. -All forces 260 (lb) or less except when shown. TOP CHORD 2-3=-660/82, 34=1085/262, 4-5=540/202 BOT CHORD 2-14=-240/510, 13-14=-240/510, 12-13=-153/365, 3-12=-118/393, 11-12=-285/912, 8-9=-186/510,7-8=-186/511 WEBS 4-11=0/286, 9-11=285/863, 4-9=-418/191, 5-7=714/256, 3-14=-534/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=131, 2=231, 8=212. LOAD CASE(S) Standard \,\GEN&F PE 76051 STATE �0 i�,cL •��pRIDP: ���� S��NAL O rUSs as ype y y PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-L DB Haff Hip Girdef 1 1 Job Reference (optional) aeWlam 1 N55, FL Pierce, FL, 309bl RUn:9.310S AU9132U19Pnnlr 5:310SAUg 132U19Milex lnWaMe5, InC Mon Mar lb UU:41:302U2u FZ l - - -- - ^"-�-- .. - -- . ' iD:25Ys944?kmmi2g5MnorlCoyODmx n_oGY55TDGEV�rGGg04dngrii GT s oimi3g vXz b2-�rl- -2-0-0 &0-0 10.7-12 15-0-8 16-0.0 ' 2-0-0 F 6-0-0 I 4-7-12 I 4-7-12 I 8 4x7 = 19 1x4 II 20 3x4 = 2x4 11 6-0-0 10.7-12 1538 16-0.q 6-0-0 4-7-12 I 407-12 Plate Offsets (X,Y)- 13:0-54,0-2-01,112:0-2-2,0-0-81 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (too) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) .0.03 11-16 -999 360 MT20 244/190 TCDL 15.0 f Lumber DOL 1.25 BC 0.42 Vert(CT) -0.08 11-16 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Hom(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.0611-16 >999 240 Weight: 85 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.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 Horz2=172(LC 8) Max Uplift7=-98(LC 1), 2=196(LC 8), 8=348(LC 5) Max Grav7=84(LC 5), 2=682(LC 1), 8=782(LC 32) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=862/246, 3-18=-609/229, 18-19=-609/229, 4-19=-609/229, 4-20=-609/229, 20-21=-609/229,5-21=-609/229 BOT CHORD 2-11=-2587702, 10-11=-2567708, 5-8=703/351 WEBS 4.10=-294/210, 5-10=-286/739 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.Ops1; BCDL=5.Opsf; h=16ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 list bottom chord live load nonconcurrenl with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 7 except at --lb) 2=196, 8=348. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 107lb down and 42 lb up at 6-0-0, 114 lb down and 42 lb up at 8-0-12, 114 Ito 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 dawn and 19 lb up at 15-104 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back E). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 3-17=70, 3-6=-70, 9-14=-20, 7-8=-20 Concentrated Loads Qb) Vert 3=42(F) 6=17(F) 18=42(F) 19=42(F)20=42(F)21=42(F) CENSF./F PE 76051 1 I ! � 3 1300 \ i0� `F< ORID S/ONAL o fuss fuss i ype Uty y PSL 20 Avalon Taper Spec PSL-20-1valon Taper-A2-L 09 Moncpitch Ginter 1 2 Job Reference (optional) 50utnem l Nss, K. Flares, rL,a4Um - nun:U.-alus Aug l JXUJU rnnc n.61USAUg lJ<Ulb MI I eK00051ne6, Inc.n Munmao u0:4,404UZU rc _.....--ID:25Ys944?kmml2g5MnorlCoyODa-LzYAUu6jEWO56QgOao80DvDnrJBo'gSHRHK-..Z-a- - - -2-0-0 riD38 15-N12 T16423333 3 ix4 2x4 II -- 3x5 4 7 Dead Load Defl. = 1/16 in 3x4 = 2x4 11 6x8 = 3x7 II 16.6.0 5.33 10.36 15.3.12 15,712 "5 SO.5 o 0.104 k Plate Offsets (X Y)- 15:0-1-12 0-1-8] r6:0-1-12 0-1-8) r8:0-3-0 0-4-41 f9:0-7-8 0-2-81 r11:0-4-4 0.1-81 r12:0-2-0 0-4-81 rl4:0-2-2 0-0-81 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,30 Vert(LL) -0.0612-13 >999 360 MT20 244/190 TCDL 15.0 { Lumber DOL 1.25 BC 0.49 Vert(CT) -0.1612-13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(CT) 0.02 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wnd(LL) 0.0912-13 >999 240 Weight: 2631b FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 *Except* Bt: 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 11=04-0 (min. 0-2-9) Max Horz2=430(LC 8) Max Uplift2=-757(LC 8), 11=2538(LC 8) Max Grav2=2396(LC 1), 11=6201(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4804/1519, 34=-2888/832, 4-5=-2818/847, 5-6=.267/418 BOT CHORD 2-13=-1683/4218, 13-20=-1683/4218, 20-21=-1683/4218, 12-21=-1683/4218, 9-11=4846/2108, 6-9=-1725/875, 8-9=-251/122 WEBS 3-13=510/1485, 3-12=-1933/817, 5-12=-1026/2949, 5-9=-3411/1333, 6-8=-610/1241, 9A2=1031/2624 Structural wood sheathing directly applied or 5-6-15 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 8-9. 6-0.0 oc bracing: 9-11 NOTES- 1) 2-ply truss to be connected together with I Od (0.131"xY) 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 0-5-0 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; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=757, 11=2538. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1977 lb down and 7851b up at 7-0-12, 899 Ib down and 334 lb up at 9-0-12, 899 lb down and 337 to up at 11-0-12, 899 lb down and 339 1b up at 13-0-12, and 870 lb down and 313 Ib up at 15-1-0, and 1495 lb down and 726 lb up at 16-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. . LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifonn Loads (plf) Vert: 7-19=70, 11-16=20, 10-11=-20, 8-9=-20 Continued on page 2 x ��. PE 76051 T ` 6Zo i/OT \c�O_RID_P: 'N�\� NALNG\\\\\\ Job russ I russ I ype y y PS1.20 Avalon Taper Spec. PSL-20-Avalon Taper-A2-L D9 Monapilcn Girder 1 L Job Reference (optional) =vmi=� gym» �. r•�w. �...,»a� �iD:25�'s944'}lcmmi2g5MnorlCo ODr-LzYAUu6 EW05BQ Dao80DvD Y 1 9 nrJB6g5HRHK8N2zza0bl - LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8=1495(1`) 11=870(B) 20=-1977(B) 21=-899(B) 22=.899(B) 23=899(B) 9 PE 76051 \ STAT o fuss I russ iype U y Ply PSL 20 Avalon Taper Spea PSL.20-Avalon Taper.A2-L D10 Half Hip Girder t w G Job Reference (optional) spume m truss. rL Rerce, rL, 349>t - Run:9;310 S Aug 13 zut s Prime 5.31u s Aug 13 luta Mn e6 industries, mn G Mon Ma6 un:42:3r auzu easel " ^"""---ID:25Ys9444krp[iii2g5MnorlCoyODm-pAGYhE7L9gXylaPCBVfFI6mwQjRXZTAbWztwaQzaQbO-- -2-0.0 4-9-0 8.7-12 122 12 i6-3-8 2 NO 3-10-12 3-9_5 37 10_12 4x7 = Dead Load Defl. - 1/8 in lx4 11 4x8 = 2x4 It 4 5 18 19 6 6.00 12 Ni 2 1x411 N TP= 1 e c 20 11 21 to 22 9 23 8 2425 2627 7 2x4 11 US = 5x6 = 2x6 11 6x8 MT20' 3x7 = LOADING(psf) TCLL 20.0 TCDL 15.0 f BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code FBC2017ITP12014 CSI. TC 0.44 BC 0.86 WB 0.84 Matrix -MS I DEFL. Vert(LL) Vert(CT) Hom(CT) Wnd(LL) in floc) I/deft L/d -0.09 10-11 -999 360 -0.2010-11 >984 240 0.04 7 n/a n/a 0.1110-11 >999 240 PLATES MT20 MT20HS WeighC2001b GRIP 244/190 187/143 FT=20% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, except BOT CHORD 2x6 SP M 26 *Except' end verticals. 52: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 Be No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 7=Mechanical, 2=0-8-0 (min. 0-1-8) Max Hom2=161(LC 8) Max Uplift7=-1529(LC 5), 2=-1194(LC 8) Max Grav7=5014(LC 1), 2=3564(LC1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-17=6771/2302, 3-17=-6655/2319, 34=8025/2647, 4-5=-8025/2647 BOT CHORD 2-20=2095/5974, 11-20=-2095/5974, 11-21=.2130/6061, 10-21=-2130/6061, 10-22=-1905/6144,9-22=-1905/6144,9-23=-1905/6144, 8-23=-1905/6144, 8-24=1905/6144,24-25=-1905/6144,25-26=-1905/6144, 26-27=-1905/6144, 7-27=1905/6144 WEBS 3-11=-595/1500, 3-10=67412333, 5-10=-891/2260, 5-8=497/2376, 5-7=-7236/2241 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 be. 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 Go. 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=124ri TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except Qt=1b) 7=1529, 2=1194. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 13 lb down and 13 lie up at 4-3-4, and 108 Ito down and 1271b up at 12-8-12, and 86 lb down and 106 to up at 14-8-12 an lop chord, and 805 to down and 398 lb up at 4-3-4. 1844 Ib down and 7041b up at 7-0-12. 899 to down and 265 lb up at 9-0-12, 899 Ito down and 235 to up at 11-0-12, 545 to down and 163 to up at 12-8-12, 899 lb down and 210 to up at 13-0-12, and 47 lb down at 14-8-12, and 901 Ito down and 236 lb up at 15-0-12 on bott.�,`11 Ul . chord. The design/selection of such connection devices) is the responsibility of others. \\\ \P`v____C� LOAD CASE(S) Standard ��� ��.�GENg Continued on page z - PE 7605 1 f 1 D STAT NAL ion Truss toss ype y y PSL 20 Avalon Taper Sp= PSL-20-Avalon Taper-A2-L D10 Half Hip Girder 1 2 Job Reference o bnal ."Trn uss, rt nmm, r�, awa i - rti.o.o,u>nu,1.[mar„..Lo..- nm m, mu ee inumu,o, 1",fFrv,on R,cn.m ww _ _- - - - - —_. -,-__wID:25Ys944?kmr 2g5MnorlCoyCm-pA6YhE7L-?qXylaPCSV6mlzXZTkbWriM.62etl6.c0 ---- LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) ...,.,,.,-- Vert: 1-3=70, 3-6=-70, 7-14=-20 "Concentrated Loads (lb) Vert: 18=-100(B) 19=-61(B) 20=805(B) 21=-1844(F) 22=-899(F) 23=-899(F) 24=545(B) 25=-899(F) 26=-28(B) 27=901(F) x\� LPN_---�E9 �x \z���'� '�GENg�.��'�_ii PE 76051 i�STAa T 1S Job fuss iruss iype Uty Fly PSL 20 Avalon Taper Spec. PSL-20-Avalon Taper-42-1. p11 Roof Special Girder 1 i Job Reference (optional) aomnnm uusn, IL nerve, ram, aanai _ nun: 2x4 11 3x4 = 1 2 6 4x4 = 4x4 = 7 I 8 9 10 4 544 = 2x6 II Dead Load Defl. = 3/16 in Plate Offsets (X,Y)— [4:0-4-8,0-1-0], f5:0-1-12,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.20 4-5 >377 240 MT20 2441190 TCDL 15.0 i Lumber DOL 1.25 BC 0.75 Vert(CT) -0.29 4-5 >257 240 BCLL 0.0 Rep Stress Incr NO WB O.OD Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 59 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-11-8 oc purlins, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-8 oc bracing. OTHERS 2x6 SP No.2 WEBS 1 Row at midpt 2-5 REACTIONS, (size) S=Mechanical, 7=0-5-0 (min. 0-1-8) Max Uplift5=713(LC 4), 7=-544(LC 5) Max Grav5=1508(LC 1), 7=1141(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4.7=.388/889, 6.7=-252/156, 2-6=-252/156 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf, h=16ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 ANSI/TPI 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 Ib uplift atjoint(s) except Qt=1b) 5=713, 7=544. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 689 lb down and 352 lb up at 0-7-12, and 6841b down and 3571b up at 2-7.12, and 684 lb down and 3571b 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 CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(plf) Vert: 1-2=.70, 2-3=-70, 4-5=-20 Concentrated Loads (lb) Vert: 8=689(F) 9=-684(F) 10=-684(F) Nl_B(��qq�/i�i 'Z�Q��'��CENgF. PE 76051 ` STAT \ `.C_O_RI_DA SNAL 9 o russ ruse Type y y PSL 20 Avalon Taper Spec. PSL-20-Avalon Taper-A2-L I E1 Common 1 1 Job Reference (optional) -, Mumem Iryc;, n.. rerGa, rL., L4tlo1 _ rtun: 4x4 = 4 I II 1606 ,vv 1x4 II r— ,vv 1x4 II r— 1-3-8 530 8-9-8 9-1.0 10-fi-0 1_'LR II�FI 1]_R I 10.0. 1_ 1-1fl Plate Offsets (X Y)— 12:0-3-7 0-0-131 111:0-2-2 0-0-81 (13:0-2-2 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.04 9 >999 360 MT20 244/190 TCDL 15.0 ? Lumber DOL 1.25 BC 0.57 Vert(CT) -0.09 9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.04 9-10 >999 240 Weight: 52lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 10=0-8-0 (min. 0-1-8), 8=0-8-0 (min. 0-1-8) Max Horz 10=73(LC 6) Max Uplift10=320(1-C 8). 8=326(LC 9) Max Grav 1 0=61 5 (LC 17), 8=625(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-10=-382/308, 5-8=-383/304 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Part. Encl., GCpi=D.55; MWFRS (envelope); cantilever left and right exposed ; 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 Qt=lb) 10=320, 8=326. LOAD CASE(S) Standard I .'CENg'.���ii / PE 76051if ~� ro . TAT 'iC) NAL LNG \\�\\ 4 o fuss fuss ype y y PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-L E2 Hip 1 1 Job Reference (optional) Southem I N56 , FL PIa"- FL, 34851 Run: 5.510 a,Aug 13 2019 PrinC 9.31U a Aug 13 ZU19 MI I eN Inauarnes, Inc. M0n Mar le UU:42:4U X.Z. "ge 1 - _ -' ID:25Se9444kmm12g51dnorlCoyODrX-DInhKG9EHIvXclBnpdCyNIOP6wWxm001Cx6aAfziQae -2-0-0 5-3-D 10-6-0 12-6-0 2-M 530 5-3-0 2-0-0 i 3x4 =1X4 It 3x4 = 4 5 6 II Ib 1. 11 IVVYLA o I Y= 1X4 II 0-B-5 5-3.0 i 9-2-6 10.6-0 0.6-5 4-6-11 3-11-8 I 1-3-B Plate Offsets (X Y)— 14:0-2-0 0-2-81 [6:0-2-0 0-2-8] (13:0-2-2 0-0-8] (15:0-2-2 0-0-8] LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.04 11 >999 360 MT20 244/190 TCDL 15.0 f Lumber DOL 1.25 BC 0.62 Vert(CT) -0.08 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 10 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wnd(LL) 0.0411-12 >999 240 Weight: 51 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No,3 OTHERS 2x4 SP No.3 REACTIONS. (size) 12=0-11-5 (min. 0-1-8), 10=0-8-0 (min. 0-1-8) Max Horz 12=-71(LC 6) Max Upliftl 2=-301 (LC 8), 10=333(LC 9) Max Grav 12=586(LC 17), 10=654(LC 1) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-12=407/347, 7-10=-397/306 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Fondling. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=301, 10=333. LOAD CASE(S) Standard \'\CENSF.���% PE 76051 STAT �O'���c<_O_RI_�P: Job I russ J ruse I ype Wry Ply PSL 20 Avalon Taper Spec, PSL-2o.Avalon Taper--L E3 Hip Girder 1 1 Jab Reference (optional) $outnem I Wee, Ft. Fierce, I-L., a49bt - nun:U.olua Hug nLul9 rnnc a.slu s Aug 14'UJU Mll en Inousrnes, Inc. mon marlo ua.rz.4l zvzu rt _ --^^•- -• --"' - — -- - ID:25Ys944?kmmi2g5MnorlCoyODm-hxLSXcA&2340EBLNLkBwyxbLKu VROARbi8iBz--ay-- -2-0-0 3-0.0 7-6-0 10-M 12-1-0 2-0-0 3-0-0 4-6-0 3-0-0 I 2-0-0 48 = 4x4 = 3:-0-0 7-&0 10-6-0 3 4-6-0 Plate Offsets (X Y)- [2:0-4-3 0-0-2] [3:0-5-4 0-2-0] [9:0-2-2 0-0-8] [11:0.2-2 0-0-81 LOADING(psf) SPACING. 2-0-0 CSI. DEFL, in (loc) I/de8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.04 7-8 >999 240 MT20 244/190 TCOL 15.0 i Lumber DOL 1.25 BC 0.51 Vert(CT) -0.07 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WE 0.25 Horz(CT) 0.02 5 n/a nla BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 55 lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.2 *Except* TOP CHORD T7: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP No.2 _ WEBS 2x4 SP No.3 OTHERS 20 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 5=0.8-0 (min.0-1-8) Max Horz 2=41(LC 7) Max Uplifl2=-564(LC 8), 5=-440(LC 9) Max Grav2=1278(LC 1), 5=801(LC 37) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-1808/862, 3-20=-1456/760, 3.21=-1108/649, 21-22=-1108/649, 4-22=1108/649, 4-5=1259/679 BOT CHORD 2-8=-691/1493, 8-24=-690/1507, 24-25=-690/1507, 7-25=-690/1507, 5-7=-540/1093 WEBS 3.7=-615/217,4-7=-21/278 Structural wood sheathing directly applied or 4-10.12 oc purlins. Rigid ceiling directly applied or 7-1-3 oc bracing. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16ff; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ot=lb) 2=564, 5=440. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1006 lb down and 325 lb up at 2-0-12, 276 lb down and 265 lb up at 3-0-0, 103 Ib down and 108 lb up at 5-0-12, and 103 lb down and 108 Ib up at 5-5-4, and 276 lb down and 265 lb up at 7-6-0 on top chard, and 115 Ib down and 89lb up at 3-0-0, 37 lb down and 4Ib up at 5-0-12, and 37 Ib down and 4Ib up at 5-5-4, and 115 lb down and 89 lb up at 7-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 3-19=70, 3-4=-70, 4-23=70, 13-16=-20 Concentrated Loads (lb) Vert 8=45(B)7=45(B) 20=-967 ENS'' PE 76051 * _ _ 1 v STAT �O.c� •� c OR P' o russ 1 ruse I ype City Fy PSL 20 Avalon Taper spec. PSL-20-Avalon Taper-A2-L E4 Common Girder 1 1 Job Reference o tional soutnem irvss, re rreme, x.,aano i. _ ' - 44 = 4 Id LOADING (psi) TCLL 20.0 TCDL 15.0 i BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20177TPI2014 CSI. TC 0.99 BC 0.89 WB 0.16 Matrix -MS DEFL. in Vert(LL) 0.03 Vert(CT) 0.06 Horz(CT) -0.01 Wind(LL) -0.03 (loc) I/deft Ud 7-8 >999 360 7-8 >782 240 7 n/a n/a 7-8 >999 240 PLATES GRIP MT20 244/190 - Weight: 471b FT=20% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Right 2x4 SP No.3-1.1-10 REACTIONS. All bearings 7-10-0. (Ib)- Max Ho¢9=69(LC 27) Max Uplift All uplift 1001b or less aljoint(s) except 8=-145(LC 8). 7=-426(LC 9), 9=-323(LC 25) ' Max Grav All reactions 250 lb or less atjoint(s) except 8=745(LC 1), 7=1228(LC 18), 7=1190(LC 1), 9=384(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-3=-210/584, 3-4=181/645, 4-5=-1531594, 5-6=-277/809 BOT CHORD 2-9=-514/221, 8.9=514/202, 7-8=-514/202, 6-7=.641/198, 6-20=.641/198 WEBS 4.8=-718/200, 5.7=780/355, 3-9=281/277 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuI1=160mph (3-second gust) Vasd=124mph; TCDL=5Apsf; BCDL=S.Opsf; l6ft; 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 nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable: of withstanding 145 lb uplift at joint 8, 426 lb uplift at joint 7 and 323 lb uplift at joint 9. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 970 lb down and 321 lb up at 10-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 4-19=-70, 4-6=-70, 12-16=20 Concentrated Loads (lb) Vert: 20=.970(F) .'- GENgF.���/i PE 76051 \ I I STAT r a,61.0 : r� �'���.�ORIDAi ��� lONAL ENG\\\\�� 0 Jolb russ ype y y PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-L Puss H1 Common 2 1 Job Reference (optional) ��ID:29Ys9447RMmi2§SMnorlCoyODnr�97v}2IaP.UpM-----V-----^---- --R- 9FsLIAw2FQSATmEkGlEx4K9FbhFdzaQm �- 44 = 2 2x6 I 5 4 6 1X4 11 3x4 II 3x4 11 Dead Load Dar.= Ill 61n LOADING(psf) SPACING- 2-0-0 CS'. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.05 5 >999 360 MT20 244/190 TCDL 15.0 i Lumber DOL 1.25 BC 0.34 Vert(CT) -0.11 5 >875 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/1PI2014 Matrix -MR Wnd(LL) 0.04 5 >999 240 Weight: 36 lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 6=Mechanical, 4-Mechanical Max Hom6=-40(LC 4) Max Upl1ft6=-90(LC 8), 4=-90(LC 9) > Max Grev6=362(LC 1), 4=362(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=268/94, 2-3=268/94, 1-6=-262/106, 3-4=-262/l06 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 6 and 90 lb uplift at joint 4. LOAD CASE(S) Standard PE 76051 r 1 Nak f {� STAT °T� 1 Job i rues rues yea y y PS120Av2lon Taper Spec. PSL-20-Avalon Taper.A2-L H2 Common i 7 Job Reference (optional) n�,,.,cu,a rnm:..aio sn�y iaae,e inuenm�u�u,=�,ma ,v,.n,n=„o w.»c.»., a�c�raa=, ID:26Ys9447 mmi2d5Mno`rlCoyDOnc-dKTpyHB6ayN6TVtMUmmf?NOX_8o -W(; KE*Q6aw-` 42-0 8.4-0 4-2-0 4.2-0 44 = 2 5 4 6 1x4 II 3x4 II 3x4 11 Dead Load Defl. = 11161n Plate Offsets (X,Y).- fl:Edge,0d-121. r3:EdQe,0-1-121 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Verl(LL) -0.05 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Verl(CT) -0.11 5 >875 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/iP12014 Matrix -MR Wind(ILL) 0.04 5 >999 240 Weight: 361b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 6=Mechanical, 4=Mechanical Max Horz6=40(LC 5) Max Upliff6=-90(LC 8), 4=90(LC 9) Max Grav6=362(LC 1). 4=362(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-268/94, 2-3=-268/94, 1.6=-262/106, 3A=-262/106 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TGDL=5.Opsf; BCDL=5.Opsf; h=161t; Cal. 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 nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 901b uplift at joint 6 and 901la uplift at joint 4. LOAD CASES) Standard N1-8� CEN8' f PE 76051 1 STAT �j0c� ORIDA NALNG 2 ion Truss fuss i yp uty y PSL 20 Avalon Taper apec. PSL.20.Avalon Taper-A2-L H3 Hip Girtler 1 1 _ Job Reference o lional o.1 qv,�1. ...,, .o ..,.,........-- ID:25Ys9447kmmi-5MnorlCoyODrx-6W1C9dCkC_Pz5eSY2THuYbZ55Yygitr'd7Z4oJWtaOav '— 3A-0 5-0-0 8-4-0 3-0-0 2-4-0 I 3A-0 4x4 = 4x4 = 6.0052 2 11 3 3x4 7 6 5 a 1x4 II ix411 3x411 3x4 II LOADING(psf) TCLL 20.0 TCDL 15.0 P BCLL 0.0 BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.54 BC 0.38 WB 0.04 Matrix -MS DEFLin Vart(CL) 0.09 Vert(CT) -0.13 Horz(CT) -0.00 (too) I/deg L/d 6-7 >999 240 6-7 >724 180 5 n/a n/a PLATES GRIP MT20 2441190 Weight: 42 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Stmctural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. REACTIONS. (size) 8=Mechanical, 5=Mechanical Max HorzB=-29(LC 28) Max UpliftB=-221(LC 8). 5=-221(LC 9) Max Grav8=353(LC 36). 5=353(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=274/205, 3-4=-273/205 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 221 lb uplift at joint 8 and 221 Ib uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 192lb down and 210 lb up at 3-0-0, and 153 lb down and 171 lb up at 4.2-0, and 192lb down and 210 lb up at 54-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 3-4=-70, 5-8=-20 Concentrated Loads (lb) Vert: 2=37(B) 3=37(B) 1 1=37(B) PE 76051 AT 00 //////S`S/ONAL \ 3 o mss fuss ype y y PSL 20 Avalon Taper spec. PSL-20.Avalon Taper-A2-L H4 Hip Giber 1 1 Job Reference {optional -2-0-0 3-BA 2-0-0 3AA 5x4 = Sx4 = 3 17 4 NOP2X STP= NOP2X STP= 3x4 = 3x4 = LOADING(psf) TCLL 20.0 TCOL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017lrP12014 CS'. TC 0.62 BC 0.38 WB 0.03 Matrix -MS DEFL. in Vert(LL) -0.08 Vert(CT) -0.12 Hom(CT) 0.00 (loc) Udell L/d 8-9 >999 240 B-9 >820 180 7 n/a n/a PLATES GRIP MT20 2441190 _ Weight: 541b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structure[ wood sheathing directly applied or 6-0-0 cc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 10=0-8-0 (min. 0-1.8), 7=0-8-0 (min. 0-1-8) Max Hors 10=136(LC 6) Max Uplift10=296(LC 8), 7=296(LC 9) Max Gravl0=472(LC 36), 7=472(LC 37) FORCES. (Ib) - Max. Comp.lMax. Ten. - All forces 250 (Ib) of less except when shown. TOP CHORD 2-3=.270/214, 4-5=-270/214, 2-10=-385/261, 5-7=-385/261 BOT CHORD 9-10=-171/261, 8-9=-171/261, 7-8=-171/263 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 10 and 295 lb uplift at joint 7. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1921b down and 210 lb up at 3-0-0, and 1531b down and 171 lb up at 4.2-0, and 1921b down and 2101b up at 5-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1.2=-70, 2-3=-70, 34=-70, 4-5=-70, 5-6=-70, 7.10=-20 Concentrated Loads (Ib) Vert: 3=37(B) 4=37(B) 17=37(B) GE i _ PE 76051 `1 / oil- STAT TD �ORI�S/"'NAL 54 Job rUee rues lype uly y PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-1. H, HaMHip Girder 1 1 Job Reference o fional southern Truss, Ft. Pierce, FL,., 34951 -._ .. 3-3-3 Dead Load Deft. = 1116 in 3x5 = 3x4 = LOADING(psi) TCLL 20.0 TCDL 15.0 f BCLL 0.0 BCDL 10.0 SPACING. 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.60 BC 0.44 NB 0.11 Matrix -MP DEFLin Vart(CL) -0.05 Vert(CT) -0.12 Horz(CT) -0.04 Wind(LL) 0.05 (loc) I/deft L/d 6-9 >999 360 6-9 >482 240 4 n/a n/a 6-9 >999 240 PLATES GRIP MT20 244/190 Weight: 191b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 HDrz1=106(LC 8) Max Upliftl=-113(LC 8), 4=-1 O(LC 4), 6=378(LC 8) Max Grav1=418(LC 1), 4=17(LC 1), 6=825(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 1-2=.280/159 BOT CHORD 1-10=-233/264, 10-11=-233/264, 6-11=-233/264 WEBS 2.6=415/366 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) 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 water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 to uplift at joint 1, 10 lb uplift at joint 4 and 378 lb uplift at joint 6. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 204 Ib down and 246 lb up at 4-2-8 on top chord, and 342 lb down and 110 lb up at 2-4-12, and 167 lb down and 171b up at 4-2-8, and 348 lb down and 104 lb up at 4-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 5-7=.20 Concentrated Loads (I1b) Vert: 3=-124(F) 10=-342(B) 11=-370(F=-22, B=-348) \,\GENgF.���/i PE 76051 .',n .. e. Lac -0 `- - STATFOF� I �(DI .40 Job Truss russ iype y Ply PSL 20 Avalon Taper Spec. PSL-20-Avalon Taper-A2-L it Jack -Open 18 1 Job Reference (optional) aoumem I russ n. nerce, ram, arco I gun: b.o1u. S rug I 2ole runt b.sm S Aug 13 2ole Mi I eK InaUSInee, Inc. Mon Mar lb oa:42:412UZU raga 1 1D;25Ys9449kmmi2g5MnorlCoyODrx-WSiKofEdevnXy6A7jbgb9DAfdlldvBm3pXlSwrzaOas- -2-0.0 1-0-0 L LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/den L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.00 9 -999 360 MT20 244/190 TCOL 15.0 f Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) .0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wnd(LL) -0.00 9 >999 240 Weight: 9lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min. 0-1-8), 4=Mechanical Max Horz2=76(LC 8) Max Uplift3=-42(LC 1), 2=-149(LC 8), 4=64(LC 1) Max Grav3=26(LC 10), 2=340(LC 1). 4=40(LC 4) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 fist bottom chord live load nonconcurrenl with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift atjoint 3, 149 lb uplift at joint 2 and 64 to uplift at joint 4. LOAD CASE(S) Standard �/Z'\,\GENS�.���i�i / PE 76051 NI ro F" STAT NAL J00 rues I was I ype Uty Ply PSL 20 Avalon Taper Spec. PSL-20.Avalon Taper-A2-L J2 Jack -Open 6 7 Job Reference (optional) uu. ua aaia rin¢a.am a'ug a aum nin ea rtrvmumq inc.ry - o c. rayvI - "- 2-0-0 - ID:25Ys944?km i22g55MnorlCoyOBne�WSiKvfEdevnXy6A7jbgb9DAidIOHvBm3pXlBwrzaOas ' 2-0-0 2-0-0 Plate Offsets (X,Y)— [2:D-4-7,0-0AL f5:0-2-2.0-0-8] LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 4 >999 360 MT20 244/190 TCDL 15.0 1 Lumber DOL 1.25 BC 0.13 Vert(CT) .0.02 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) .0.02 4 >999 240 Weight: 13 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.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(1_C 8) Max Uplift3=-8(LC 8), 2=113(1_C 8) Max Grav3=3B(LC 3), 2=309(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. 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=5.Opsf; BCDL=5.0psf, h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 8lb uplift at joint 3 and 113 lb uplift at joint 2. LOAD CASE(S) Standard IVI ENS�.���/i PE 76051 o ..I",A�1TT� r C' S/A /_O_R I _D A / N� iSNAL ENG���\\\ 7 oTruss I russ i ype Uny Fly PSL 20 Avalon Tapar Spec PSL-20-Avalon Taper-A2-L J3 Jack -Open 10 1 Job Reference (optional) Southern Tmss: FL'Piercer L.:39951.. — _ - _...., ....-,- - . .-. g Plate Offsets (X,Y)- 12:0-1-7,0-1.11. (5:0.2-2,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.01 4-9 -999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 4-9 >999 180 BCLL 0.0 Rep Stress Incr YES NB 0.00 Horz(CT) 0.00 2 We We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 16 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No,2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min. 0-1-8), 4=Mechanical Max Hom2=146(LC 8) Max Uplift3=-87(LC 8), 2=-130(LC 8) Max Grav3=90(LC 13), 2=328(LC 1), 4=46(LC 3) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); Lumber. DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 3 and 130 Ib uplift at joint 2. LOAD CASE(S) Standard PE 76.051 a STATES-- T �0T�.F(ORIDA NAL LNG \\\\ A ion rusa fuss ype y y PSL 20 Avalon Taper Spec. PSL.20-Avalon Taper-A2-L J3C Jack -Open 6 1 Job Reference (optional) rs:.,.�-.R .•�.-.-v __,..- nw a amw,a rMno..a,ve..oa aau, 5CLGt W1FB KW ID: 25Ys9447kmmi2g5MndrlCoyODrx-SUgSCLGLAWI FBOKWrOl3FeGzrZiZN45MHrnZyzaQaq -2-OA 1-0.0 2 0-0 1 0 0 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. - in (too) Well Ud TCLL 20.0 1 Plate Grip DOL 1.25 TC 0.54 - Vert(LL) 0.09 5 >268 240 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Verl(CT) 0.12 5 >190 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC2017TTP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 6=0-8-0 (min. 0-1-8) Max Horz6=114(LC 8) Max Uplift4=-108(LC 13), 6=165(LC 21) Max Grav4=84(LC 17), 6=495(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-6=715/392 PLATES GRIP MT20 2441190 Weight: 16 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-D no purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=161t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate: capable of withstanding 108 lb uplift at joint 4 and 165 Ib uplift at joint 6. 6) Hanger(s) or other connection device(s).shall be provided sufficient to support concentrated -loads) 65 lb down and 67 in up at 3-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70,5-9=-20 Concentrated Loads (lb) Vert: 5=-65(F) tPA PE 76051 5 D STAT / 1x NA1_ 59 Job I russ I mss I ype Lpy ely Ps 20 Avalon Taper Spec PSL-20.Avalon Taper-A2-1, J4 Jack -Open 1 1 Job Reference (optional) _ ttuR 0.6IUS AUg IJZUIVYnnL0.3lUSHUgl64UIVMIle81n0USMeS,mC. Mon Marlb Vd:92AUZVZU Vaga1 - w:---•-AD:26Ys944?kmmi2g5MnotICogODrxwgOTOgHVxg96pZviOkOlnso9sy1b6YNNVVX6X9u0ap -2-0-0 4-9-0 2 0_0 4-9-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deFl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vart(LL) -0.02 4-9 >999 360 MT20 244/190 TCDL 15.0 # Lumber DOL 1.25 BC 0.22 Vert(CT) -0,04 4-9 >999 240 BCLL 0.0 Rep Stress Incr . YES WB 0.00 Horz(CT) 0.00 2 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.02 4-9 >999 240 Weight: 21 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0.8-0 (min. 0-1-8), 4=Mechanical Max HOrz2=158(LC 8) Max Uplift3=-96(LC 8), 2=-114(LC 8) Max Grav3=131(LC 1), 2=387(LC 1), 4=85(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins. 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=5.Opsf; BCDL=5.Opsf; 11=161t; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 961b uplift atjoint 3 and 114 lb uplift atjoint 2. LOAD CASE(S) Standard \CENg',��(��i / PE 76051 * — STAT \ .SNAL n Job I russ I russ I ype Q y V y PSL 20 Avalon Taper Spec PSL-20-Avalon Taper.A2-L J4G Jack -Open Girder 1 1 Job Reference o ticnal �SOufheLtL7.�s9,Jr�¢rCg,FL-3!195t. yam., - -,-- Run:6.310 a Aug 132019 Pnn[:6.3IDSAUg 132V19 MileltlndusNes, Ine. Mon Mar 1b UU:44:>1 zuzu rage ID:25Ys9447kmmi2g5MhbrlCoyWrx•OsyrdOH7i7HzRjUvyRvXK3LHtMJ4r ifk9Gf3exagao Dead Load Den. = 1116 in 3x4 = LOADING(pso SPACING- 2-0-0 CS'. DEFL. in (too) Udell L/d PLATES GRIP TCLL 2D.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.05 3-6 >919 360 MT20 244/190 TCOL 15.0 + Lumber DOL 1.25 BC 0.46 Vert(CT) -0.14 3-6 >404 240 BCLL 0.0 Rep Stress Ina NO NB 0.00 Hom(CT) 0.02 1 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Wind(-L) 0.08 3-6 >733 240 Weight: 15 to FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9.0 oc purlins. GOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 2=Mechanical, 3=Mechanical Max Horz 1=117(LC 21) Max UplifU=85(LC 8), 2=-110(LC 8), 3=-143(LC 8) Max Gravl=378(LC 1), 2=170(LC 1). 3=565(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any 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 withstanding 85 lb uplift at joint 1, 110 lb uplift at joint 2 and 143 lb uplift at joint 3. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 342 Ib down and 110 lb up at 2-4-12, and 349 lb down and 1031b up at 4-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Deatl+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-2=-70, 3-4=-20 Concentrated Loads (Ib) Vert: 3=349(F) 7=-342(F) ENgF����i/ r PE 76051 !STAY _ r �oT`.F RIP: N����\ ////�SS/ONAL ENG����\\ Job I fuss russ I ype Uty y PSL20 Avalon Taper Spec. PSL.20.Avalon Taper-A2-L J5 Jack -Open 26 1 Job Reference (optional) I6.25Y59449 mmi2g5MnorlCoyODn<-12WDrMImTROg2t35W9pmsHuVOmjlia5?oipO662ia6ao ' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 r Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 4-9 ,999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.06 4-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Wnd(LL) 0.03 4-9 >999 240 Weight: 22 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=10echanical, 2=0-8-0 (min. 0-1-8), 4=Mechanical Max Horz 2=165(LC 8) Max Uplifl3=-102(LC 8), 2=-115(LC 8) Max Grav3=140(LC 1), 2=397(LC 1), 4=90(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf, BCDL=S.Opsf; h=16ft;, Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been,designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 3 and 116 lb uplift at joint 2. LOAD CASE(S) Standard PE 76051 I 1 / STAT i0c�`F OR[ ����� ��i��sS/0NAL E.NG \\�\\ Jolp toss ype y y PSL 20 Avalon Taper Spec PSL.20-Avalon Taper-A2-L IT105S J5E I Hal/Hip Suppone4 1 1 Job Reference (optional) Soulnem I MSS , FL Ple¢e. FL.34ebl Run: 6.3fa s ..terID:25Ys94 -2-0-0 4a 4 5 LOADING(psf) SPACING- 2-0-0 CSI. DEFLin (loc) Ildefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(CL) -0.00 1 n/r 120 MT20 2441190 TCDL 15.0 ? Lumber DOL 1.25 BC 0.08 Vert(CT) -0.03 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 6 n1a Na BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight: 271b FT=20% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 6=5-0-0 (min. 0-1-8), 2=5.0-0 (min. 0-1-8), 7=5-0-0 (min. 0-1-8) Max Horz2=145(LC 8) Max Uplift6=-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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuI1=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S,Opsf; h=16ft; Cal. 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. For studs exposed to wind (normal to the fare), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 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 live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351b uplift at joint 6, 901b uplift at joint 2 and 86 Ib uplift atjoint 7. LOAD CASE(S) Standard 0\ltM 111/////GEN PE 76051 Y I� STAT O_R I O LNG \\�\ o 'use russ ype y y PSL 20 Avalon Taper Spec. Ta PSL-20-Avalon per-A2-L JSG Jack -Open Girder 2 1 Job Reference o tional 5outnem l russ , eL Fierce, hL, 36901 3x4 = t5 aWr•� _ Run: 6.310e Aug 132019Pnnt 6.310SAUg 132019 MITeklnauSOeS. Inc. Mon MBr16a6:4z:532UZU Pagel "4-4D:25Ys944?kmm2g5MnorlCayODm-LF4b2iJOElYhgleH4sx?PU0a?A_?JvFxCTIm8Uza0am - SO-0 5-0-0 Dead Load Deff. = 1/81n LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (]DO) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.10 3-6 >592 360 MT20 244/190 TCDL 15.0 ; Lumber DOL 1.25 BC 0.49 Vert(CT) -0.21 3-6 >283 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Hom(CT) 0.02 1 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix -MP Wind(LL) 0.14 3-6 >423 240 Weight: 16 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 REACTIONS. (size) 1=0-8.0 (min. 0A-8), 2=Mechanical, 3=Mechanical Max Horz 1=124(LC 21) Max Upliftl=-213(LC 8). 2=131(LC 8), 3=-135(LC 8) Max Gravl=492(LC 1). 2=191(LC 1), 3=390(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 IN) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent,with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2131b uplift at joint 1, 131 Ito uplift at joint 2 and 135 to uplift at joint 3. 7) Hanger(s) or other connection device (a) shall be provided sufficient to support concentrated load(s) 320 Ib down and 241 lb up at 1-8-12. and 3421b down and 110 It, 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 Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-2=-70, 3-4=20 Concentrated Loads (Ib) Vert: 7=287(121) 8=-342(B) GEN PE 76051 T ' STAT i0c` ��ORIO� ���� Job russ I fuss I ype Uly Hly PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-L J6E Half Hip Supported 1 1 Job Reference (optional). Sduthem Tmss„FL Pjerce,.FL, 3g951: _ 5-6-14 &6-14 3A = 2x4 11 1x411 6 6 Plate Offsets (X,Y)— 15:0-2-0,0-2-81 110:0-2-2 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.00 1 n/r 120 MT20 2441190 TCDL 15.0 " Lumber DOL 1.25 BC 0.11 Vert(CT) -0.03 1 n/r 90 BCLL 0.0 Rep Stress lncr YES WB 0.03 Horz(CT) 0.00 7 n1a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-S Weight: 30 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 5-6-14. (lb)- Max Horz 2=145(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 7, 8, 9 except 2=-104(LC 4) Max Grav All reactions 250 lb or less atjoint(s) 7, 8, 9 except 2=316(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-6-14 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=161t; Cat. 11; 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. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 7, 8, 9 except (jt=lb) 2=104. 8) Non Standard bearing condition. Review required. LOAD CASE(S) Standard PE 76051 r STAT �� o\ J00 i was i ype Uty Fly PSL 20 Avalon Toper Spec ITM55 PSL-20-Avalon TaperA2-L J7 Jack-0pen 10 1 Job Reference o tional ,o n FI •� • •°"• '-- ID:25Ys9447kmmi2g5MnorlCoyODrx-HdBMTOKeIMopvbngBH_TUvWvXzfPnplEFnEtCNzaQek^ LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 TCDL 15.0 Lumber DOL 1.25 BC 0.56 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC20177TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min.0-1-8), 4=Mechanical Max Horz2=215(LC 8) Max Uplift3=-149(LC 8), 2=-128(1-C 8) Max Grav3=207(LC 1), 2=478(LC 1), 4=131(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown DEFL. in (loc) Well L/d Vert(LL) -0.10 4-9 >860 360 Ver1(CT) -0.24 4-9 >345 240 Horz(CT) 0.02 2 n/a n/a Wnd(LL) 0.13 4-9 >650 240 Dead Load Deft. = 1/8 in PLATES GRIP MT20 2441190 Weight: 28 lb FT=20% TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=O.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 girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjoint(s) except Qt=lb) 3=149, 2=128. LOAD CASE(S) Standard BAN_---��1,� GENgF�`�1 PE 76051 \Y 1 1 I � / 1� i 0c `: c� OR ID /NAL Jab toss was ype y y PSL 20 Avalon Taper Spec PSL-20-Avalon Taper- -L J42 Jack -Open 1 1 Job Reference (optional) Southern Truss, Ft. Pierce, FL, 34951 real! — - Run:8.3185 Aug 132019Pnnt8.3105Au9132019MITeklnausuies,Inc Mon Mar1609:42:552020 Pagel •••ID:25Ys944?kmmi2g5MnorlCoyODm-IglkgkLGWgwGXUMsI_Vil72BMN5wVG?OuR_QkpzaOaj!=:. Plate Offsets (X Y)— 12:0-3-7 0-0-51 15:0-2-2 0-0-e1 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.01 4-9 >999 360 MT20 244/190 TCDL 15.0 z Lumber DOL 1.25 BC 0.16 Vert(CT) -0.03 4-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MP Wnd(LL) 0.01 4-9 >999 240 Weight: 20 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=1viechanical, 2=0-8-0 (min. 0-1-8), 4=11viechanical Max Hom2=145(LC 8) Max Uplift3=-83(LC 8), 2=-111(LC 8) Max Grav3=112(LC 1), 2=367(LC 1), 4=73(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-8 oc purlins. 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=5.Opsf, BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=O.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 nonconcurrenl 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) 3 except at --lb) 2=111. LOAD CASE(S) Standard LPN'---'E`li '�GEN$�.\�(��i PE 76051 * t{� STAT � �S,6,?6 ij�///�SSONA ENG���� ion Imss I was i ype Uny Fly PSL 20 Avalon Taper Spec PSL-20-Avalon Taper-A2-1- MV2 Valley 1 1 Job Reference (optional) Run: 8.31U a Aug 132019 Pnnt 0.310 S AUg 13 2019 MI I ex InaUSIreS, no, Mon Mar I Ua:42Ati [u[u Ydge C-+'- ID:25Ys944?kmmi2g5MnarlCoyODmxlglkgkLGWgwGXUMsI_Vi172GaN7vVG?OUR_OkpzaQal 2 3 2x4 i LOADING(pst) SPACING- 2-0-0 CSI. OEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a - n1a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - n/a 999 BCLL 0.0 1 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n1a BCDL 10.0 Code FBC2017lTP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=2-0-0 (min. 0-1.8), 2=2-0-0 (min. 0-1-8), 3=2.0-0 (min. 0-1-8) Max Ho21=35(LC 8) Max Upliftl =-1 2(LC 8), 2=36(LC 8) Max Gravl=62(LC 1), 2=48(LC 1), 3=28(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 2441190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-D oc bracing. 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; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSlfTPI 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 1001b uplift at joint(s) 1, 2. LOAD CASES) Standard \\\\u I I I I r///// GENg�.`��ii F i PE 76051 `t T 1 }-= 4" /'� STAT �Qv��'F3 ��� ///���SSIONAL ENG\\�\\\ Job was I was I vice Uly Ply PSL 20 Avalon Taper Spec. PSL-20-Avalon Taper-A2-1- MV4 Valley 1 1 Job Reference (Optional) r-..,,��'-•--•- ID:25Ys9447kmmf2g5MnprlCoyODx-DOJ6u4MuHz279ez2Ji0zZKbIDnSfiEjEX65j_HFzaOei -2-0-0 2-0-0 2-0-0 2V 2x4 II 2x4 II LOADING(psf) SPACING- 2-0-0 CSi. DEFL. ,in ([cc) I/deFl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.02 1 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0A0 Vert(CT) -0.01 1 n/r 120 BCLL 0.0 i Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/7P12014 Matrix-R LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 4=2-0-0 (min. 0-1.8), 5=2-0-0 (min. 0.1-8) Max Horz5=87(LC 8) Max Uplift4=-23(1-C 1), 5=-101(LC 8) Max Grav4=33(LC 4), 5=332(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-290/116 PLATES GRIP MT20 2441190 Weight 13 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16R; Cat. II; Exp C; Encl., GCpi=O, 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 nonconcurrenl with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=11b) 5=101. LOAD CASE(S) Standard GEN&'N PE 76051 STATE -Of O L 7