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TRUSS PAPERWORK
n.:..I r.t__—_c SOUTHERN TRUS COMPANIS ES Southern Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772)464-4160 * Fax: (772)318-0015 Jab Number: J1906370 Customer. GHO Homes Name: MW 208 Tacoma Address: 2702 Bent Pine Drive City, ST. ZIP: Saint Lucie County, FL General Truss Engineering_Critena &-Design Loads Building Code and Chapter. ComputerPmgram Used. FBC2017rrPI2014 MTek Version: 8.23 Oct 2 .4'('.AmurPiI 45.0 psf ROOF TOTAL LOAD I NIA _ t1r o _ by 1 Wnd a� Building Authority. 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) St. Lucie County / PE 051 " `STA OF o ORIE) %�lr No. Date 1 03/15/19 Al 2 03/15/19 A2 3 03/16/19 A3 4 03/15/19 A4 5 03/15119 AS 6 03/15/19 A6 7 03/15/19 A7 _ 8 03115/19 AS 9 03/15/19 A9 10 03/15/19 A10 11 03115119 B1 12 03/15/19 82 13 03/15/19 B3 14 03115/19 B4 15 03/15/19 a5 16 03/15/19 B6 17 03115/19 B7 18 03/15119 B8 19 03/15/19 B9 20 03/15/19 C1 21 03/15119 C2 22 03/15/19 C3 23 03/15/19 C4 24 03/15/19 C5 25 03/15/19 C6 26 03/15/19 CJ2 27 03M6/19 CJ3 1 m5 cover sneer 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 indentifiration and date of each drawing. Engineer of Truss Design Package Brian M. Bleakly FL Reg. Eng. No. 76051 2590 N. Kings Highway Fort Pierce, FL 34951 No. Date Truss ID# 28 03/15119 CJ5 29 03115/19 Cis 30 03/15/19 CJ7 31 03/15/19 CJ7T 32 03115/19 D1 33 03/15/19 D2 34 03115/19 D3 35 03/15/19 D4 36 0315/19 Ds 37 03115/19 D6 38 03115/19 E1 - 39 03/15/19 E2 40 03115/19 H1 41 03/15/19 H2 42 03115/19 H3 43 03/15/19 H4 44 03/15/19 H5 45 03115119 H6 4fi 03115/19 H8 47 1 03/15/19 J1 48 03115/19 J1C 49 03115/19WJ3D 50 03/15119 51 03/15/1952 03/1511953 03115/1954 03/15119 Page 1 of 1 No. Date Truss 1D# 55 03/15/19 J5T 56 03/15/19 J6 57 03/15/19 J7 58 03/15/19 J7T 59 03/15/19 K1 60 03115/19 K2 61 03/15MB K4 62 03/15119 K5 63 03/15119 K6 64 03/15/19 K7 65 03/15118 L1 66 03/15/19 L2 67 03115/19 MV2 68 03/15/19 MW 69 03M5/19 vi 70 03/15119 VIA 71 03/15119 V2 72 03/15/19 V2A 73 03/15/19 V2B 74 03/15/19 V2C 75 03/15/19 V3 76 03/15119 V4 TYPICAL DETAIL @ CORNER. - HIP NOTE NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.0.LFactor=1.00) nds toe nails only have 0.83 of -lateral Resistance Value. CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT UP TO 265§ — 2-16d NAILS REQ'D. Q UP TO 394f = 3-16d NABS REQ'D. Typical Hip —jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — - — — BC — — — — — —— 2-16dnails ----- J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC —— — — —— — 2-16d nails ----- J7 TO HIP GIRDER TC — — — — — — — 3-16d nails BC -- -—-- — 2-16d nailsHIP JACK GIRDER (CH) TO HIP GIRDER TC — — — — — — — 3-16d nails ————BC i__ —------ 2-16dnails —— rMIMMUM GRADE OF LUMBER III\ T.C. 20 SYP 2 B.C. 2s4 SYP 2 WMS 2z4 SYP Nm3 LOADING (PSF) WIT oax L a F8 IT 7DP 20 Bomm 00 10 SPACING 24' OA SOUTHERN Fort t Pierce Division 2590 N. Kings Hi hwo , COMPANIES (800)232-050 Fierce, FL ✓/� Fax:(772)31 B-0016 BrMn M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-484-4160 TYPICAL DETAIL @ CORNER - HIP NOTE NDS=National Design Specifictions for Woad Construction. 132.5# per Nail (D.0_LFactor=-1.25) nds toe nails only have 0.83 of lateral Resistance Value_ 12 � � taim& �\^J --(A) g(A) E�(A) 12 taSQh .10 b 7-0-14 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT Q UP TO 26* = 2-16d NAILS REWD. 0 UP TO 3941 = 3-16d NAILS REQ'D. use 2-16d toe nail TC & SC. Typical jack 45' attachment M use TYPICAL CORNER LAYOUT & Typical Hip —lack' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — 8C — — — — — —— 2-16dnails —-—-- J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16dnails — — --- TC — — —— — —— 3-16dnails —---— BC ————-—— 2-16dnails ----— HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — —— — —— 2-16dnail s —-—- SOUTHERN TRUSS COMPANIES �//— IIMUM GRADE OF LUMBER LOADING (PSF) T.C. 2s4 SYP 2 L 0 B.C. - 2x4 SYP 2 TOP 20 WEBS 2:4 SYP Na3 BaMM 00 10 SPACING 2V a a. Fort Pierce Division 2590 N. Kings Higghway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 Fax:(772)318-0016 ass Brion M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464,4160 Copyright 0 2018 RlTek Industries, Inc. All Rights Reserved 02 ca caA Rm id ..a 7 90 Ra 40 ROME! &WOM 5 Gc, 7:1 I G — — - — — — — — — - gn Q! Z! R� Q! Q! 99 IL x x x 88 238 E 'a a �'m; :Mr's S - - - - - - - - LE 019 1 le. HIP I SJOBUgH JEI 41b Lngm Face Mount Hanger Charts ftv , . `., �. - ilatStSis: -•:: . - ; 'NSF:.'' ". SFOcR Na�:: ' _' . w::. 'i. �i�i .4•.Rd.Nai :..Ga _ r5lerl. a " Dirtia�iaid m _ _ • FSsteiiei.5cfiedufc-..: W _ ;:; , : AFBP .:lNwrehle_Inads�)r . . o-;, � -- .:, m: _Coda_: Bet 69'oi! 0.fafi. ;•H Bader_:.' =r�lmst :`,°;; - :{�W. --- 7�T j6:=.-;0'-• - .•: :_. ::A` ':ipatj'- -'f•.quor•: "'.<.. �•�. NA M54,195X � 'Root.t 17% 760'% J=4-2 UIS24-2 18 3-1/8 3-7/16 2 1 7 4 led 2 tad I SW :920 4 99 1 - 325 - (7)2x4 9W24-2 U24-2 16 3-118 3-18 2 1-18 1 - 6 lad 2 lad ' 7W: `840 1 910' : 380 - 380. 6 16d 2 lad .880 •1a00 1=1 H0242 HU24-2 14 348 3-12 2-12 1-18 - 4 16d 2 lad '515-:695- 946- '395 . HU8Z4-2 - 14 1 3-18 3-7/16 2 1 4 lad 2 tad .:950-`W5' 1040 495 HUS24-2ff - 14 3-18 3-7/16 2 1 - 4 16d 2 16d :'a%: 'MS. 110401 495 . JUS2E2'r: Lus2fi-2:;?'. S'18 •: -. Yve . "5=W :2': :�1 . -..�. ' 4`' 16d . "4: ..16d 1040 1185 12211 I T355 I V ':�C.U26-2'c.? _ • `"-;` :...,,'- 18c. ;3-118':.5.1/16 - ...I'30 _ 2' i_1/e a0: :1gd': ...4< tOd 1250 14i15 1515 755 755. " lad ;:4-. t10d' 147P 1670 1800 HD24-2 .}-` -, :HU24-2- =� : 14. 8-V8 :3-T2 "{,2-12 1-1B >-:; `4' :,16d_ :; 2: 70d 615• • 695• 745 " 395 2z6 FN52&2=:.'• 19JS25-2^` 14�..3-18 �5-7k ."2.' .1:':�-��F:4': .16d 'A, 16d: 709S 1235 130O 1155 HMZ6-W. '%:�'HUSC26-'!'Irj :14'*:'3-lm.`5114 V:2-, •:1.: "-: '; 4' ,:16d' ":4'.. :15d 1085 1235 1300 •1155 _ _ ',°.a'.. _ 'HD2&2�_:-:-.• _ _ , ... .- `•°.l - .HU26-2a::. - •;; ,.• .. r..14..3-1I8'::.5-7/4 -ham.. ...". _ .-•:-•. .. '2-12 r :•. 1�U0 -' .. •NOn.��e::4 Naz :d2 - 1fid " tOd" . 1230 13.90 7480 790 A170 _ i.fi: � - 7850 MT 2Zt5 - - - - r3-V8. -• �:".'- :5:7/a • .: z-12 "='-' '.:.' held a. '. ifidfOd :.-6: A' •. .. 12301390)1490 1a5a 2D851 2Z33 :. 780: 1170- 'Max '12• JUS2&2 N1526-2 18 3-1/8 5-1/4 2 1 4 16d" 4 16d 11640 1 1195 1220" 13M JLM28-2 LUS28-2 18 3-18 7-118 2 1 6 16d 4 16d 1325 1510 1645 '1355 SUH25-2 U26-2 16 13-113 5-1116I 2 1-18 - 10 lad 4 lad 1250 .1405 1515 * 755' . 755 10 led 4 lad 1.1470. 1670 1800, SM28-2 - ifi 3-118 &1/4 2 1-1B - 12 70d 4 lad .9500 1685/1815 - 755 72 16d 4 lad 117115 '1915 1915 755'. H=El-2 HUS26-2 14 3-78 5.1/4 2 1 - 4 16d 4 16d 10M .12a5 1300 � '1155 HUS26-207 HUSC2.2 14 &iB 5-1/4 2 i 4 led 4 l6d 11085 12351 13M 1155 (2) 2x 8 HM28-2 HUSZ9-2 14 3-113 7-1/8 2 1 - 6 l6d 6 l6d 1625. 185011995) 1810 HI1528-21F RMC28-2 14 3-11B 7-118 2 1 - 1 6 1 16d 6 l6d 1625. 1850 1.199M5 1810 HB26-2 HU26.2 14 3.18 5-1/4 2-12 1-1/8 Nex 8 12 lad d led 1230 _7959 •1390 :2085 1190 2235 '710 7170 f,• F2 fi NO2&21F XUC26-2 14 3-118 5-1/4 2-12 - Min 8 16d 4 10d 1230 :1390 1490 -780- , � ,2 6 -11150 2D85„2235' -.1170 HD2&2 HU2&2 14 &iB 7-18 2-1/2 1-1/8 Rem Un 10 14 16d 4 10d 7540 2155 1735 2430 (180 2610 -. 780 - 1170 6 HD28-ZF RUC28-2 14 3-18 1 7-1/6 2-12 - NOn t0 tsd 4 lad 150 17351 INa : 780: -1170 Near 14 6 2155 2430 (2fi10 • 1LL528-2;''.'..- ' WSZ&2'y :'.. 18.' ':g1B' .Z-i/8: ' 2;,;. ..t• ` :6.., tfid--:-4:: led: 1325 11510 1645 -1355' ' JU5210-2 .'> _ . UIS210-2 " 18 :3-18" 9-1B• I Z' (' 1 • '- � � :8::. lad - 6 lad 1845 2105 I 2M 1980 SUH28-2=,.-. •' . ._.- ' ..16 44_3r1B" ,fi;l/4, -2,`„ 1-18 ?-'^ ..12'.. r'lod- "A A. laid 1500 i6aMsl 1815 ( 755 '12' ".16d `4tOd 1765 191511915 ' 755 • SUH210-2 r' 11210-2'-�. :1fi - �l-1/8 - 8-9/Ifi •'2, '.� : ,..,. `� is. T6•. ,10d i-16d .fi :'i- : 6' 'tOd - lad 2000 MO 22452420 211701 28M 1135 1 1-135 HLWA-2 ^ : 'HUSZE-2 -:' : 14' -3 14. r.7-18 :. 2:. c'7 .- : ,F - :16d 6: 16d : 76Z5::1850 1495 1810 HUS2&?1F HUSC29-2 '.14', :3-18 -.7-7/0- .2 '1.: •i-. -6 `="16d- •.a' '.tad' 1625. 1850 1995 "1810 •: ; •R12x,a HD28-2-"� '`' :HU2 -2 : 'i' ..14.- - - '&18.: �718 , ": q: , 2-171 .}'' 1-'fB AUri '.10. :'':: , 16d" ^4 fi ' •'�"r . 10d :' 164o 2155' 1T36- 2430 1865 7810 ; .780.. 1770 -..H028-2R:'-.'I{401C2&2,':.,'14 ".1111!3210-2; .3.1Ifl_ +718: 2-72 .�-: Fi16d d..:1ad. ..:. i540 1735 7865 .780" 1170 6' ZIiS 2430 .MO " ::• .HUS210-2 fd.4 c '3-18,:.9018 : 2. "'1: , -+ .8' .16d. "46d" 2170 Z4651 26601 2210" .. :HlJW 0-2IE Hl SWO-2 1 . 14 .'..3-1/8 -9-78' :. Z, ; . 'V "• ::.,'8 ' 16d 8: c16d" 2170 '24651 26fi0 1 2210 .'-X02142r . ... .. tiM.W.'-. ...: • '14` _., .. _ •3r1%9 ::„ - 't=9 -.• ' .-max 2-1j!a-VB ', 1B .t6d :.;:::" ;70d' 2155 24304 26111 '1170 -70 • - 3080 3475 3>6 ':7950 . .H0210-7JE'-'r'I :HUC210=2' - :'14. - 3�1/6 - i3-7/41"'.9:' :9` - 2-j/1 i.-:"min. '.:14: ..i .::6 - ':� - Zf55 3080 2Ki0 3475 ffi10 3725 :.1170 ' 1950 ' 'N15i, :'2Q< ::f0. ' X0021&2IF.- IHUCOz10.2". :'14 1.3r :'6_ W53. 5GI51 5590 5590:.2975 1131, RI, F32 1) UPM bads have been hareased 60%forwhd aselanle pads; not ft Increase sled be pemdaed. 2)16d sln = (0.148 rile. x 34M long) maybe used at 0.84 of thelabb load where 16d coma care spedled.ihis does not applytn JUS, HA MM skrdea0 hanger. 3) ForJUS and HUS hangers Nags mist be driven ataW t045 angle ihmugh 1heJdstor VLW bdothe headerlo adBeve astable bads. -> 4) WS3 Wrod Saees are 1/4' x 3' bng ad are bxbded wah HDOlengea 5) NAILS:10d nags are 0.148' ma. x 3' long, 16d ae a.162' de. x3-12' long. ' New products orupdaied product Information are dedgr� In b16 fwL CmrOsiod MA ®Sta'vdess Steel ERGold Coat MHDG OlTdple 2md e 114 Cad'xaed on ned page Flangem Face Mount Hanger Charts MiTeW 3olst5lze :. . {. . .'-:C StadtNo.:•: ..:: .. 0ef.1i - Sfed ::AUewabk laids Nil -' ' . ��Cade.tr. ,:. PeL. - ;. . Hradecr' :: • ." a" ' 0 ' 'At` ,� -Na _ .'. 'i` I `'f7a7 - my t. h.`.:':NzO ' C floor _ ' Raof . UPlina .100f6 ]15X 125% '160$ SUFCi,4 U314 16 2-9II6 1 ,0-'YI6 2 1-118 _ 18 ,m 6 tm x14)2 .225b 2525 Z725 1135 18 tfid 6 1 tmxl42 2645 3000 30101- 1135 HD314 HU314 14 2-9716 17S116 2-12 1-1At Afm lfi 16d a 1mz1-12 245'Z780 3595 4170 2SW 44M 1280' �. 6Rat 24 72 3x,6 HD314F HUM14 14 2-MG 11-5116 2-12 - min 1fi IN a tmxl-12 2465 3695. 2780 4170 2I-128D 44351, 2045 max 24 12 H0316 HU316 14 21JN6I 135r16 212 1-1A1 im imxl-1/2 4005 4435 44351 2045 , ,Z HD316F HUC316 14 2-M6I 13-M6 2-12 - Mm 18 16d a imxl-12 ZM 4005, 3t2B 44M 3351 4435 1560'- 2045. max l 26 12 •... ._. y.. HD38-2 '- . . ._..,. HU38-2 -' . .. : �14' S-11e ..- - :.6-119 • �6-1/8 2-72 . .: .b'7/a „' ... .m� wait : 1Q' {_ 14- 160� : 4 ..6: .:'i .� ;. .. - -:` 15E0 1735 1865 :7� 2I5 7A30 2510 .11m (2)3x10 HD38-2 MCiB-2 14 S,/8 2_,2 ,_,IB min ,B ,� 4 ;ad 1540 ;735 180; 1. 780 Nag 14 6 2155 2430 2610 11m. HD310.2 HU310-2 a4 5-11B 8 2_12 1-1/8 Wm max 14 lad a lm 21 2430 2fila 1370 10 30M 3475 378 1625 HU312-2 : - ' 14 :5.1i8, ;10.. .2-12 } ,18 m)n 76' :.-:" tad . .. > . 1m • `: .. •... 2465 2780 2980 .100 24 12. 3fi85: 4170 44M 234O (2)3x 74 H0372-2v HU312-2 14 5-1/e 10 I2-12 1-7/e �I 24 16d 1m 1065 -ZMG 12 3595 � � :=: JU52633..'•:: .. 1U5263 .. ' 18 4-518 R4-12 1- 2'. ., -...:.' .4 lfid "4'• _::16d .' 1040 1185 1220) 13SS :. ... OZ6-3'r .... .:...: .16 �51e. : .5-1. /4 2 "1 ,. .. •-: <:. F.8 1m :2 _: im .:: low 11120 1165 380; 8: 16d- .2.. .:: 1m'.. 1151115 11653B0 . xxc_ v' .. ,..:.. ' fi017B-3'..'��-�. . _ . -' . ,. HU2&a -.. • . ...: -_14. 4Sle-1412 :8 2.1%21i1B "i/ mite :8�. :16d .'.4 :... •+�ifOd�:' --:_c • :': 1?30138014.9f1. 780 5. max ': 12- e . 18MM Was.. 2235' 1170 - ..: "�:f:FN2fr3�""5i_F,.I.101C1b?' . • yy • . ... , - . `,d:.I t 4318_ 4-12: r : ".....:':: :. 2-12 :.- ; '. . mm' +8: ":- 36d' :.... 4: (.:' ' • 1m:_:: 1230 1398 1490 780 RS, 74ax •; 12• •.6' 1850 me"i zz35 nm JUS26-3 I tll5264 18 14-s/8 4-12 2 7 4 16d 4 16d 1040. 1185 11220 1'13i5- JUS28-3 WS28-3 18 4-98 i 6 3WS 2 1 6 16d 4 16d 1325 11510 11645 130 stw6_3 U26-3 ifi I4-513l 5-1/4 2 1 - 8 tm 2 1m ,OOo ilk 1165 380' 8 16d 2 1m 1165 1165 11651 San. (3)2x8 H0263 HU26.3 14 4.518 4-12 2-12 1-1/8 mm a 16d 4 lad 1230 1390 14901 780 max 12 6 1850 2086 2235 1170 026-31F HUC26-3 14 4-M 4-12 2-12 - min 8 16d 4 lad 1230 law 1390 2085 1490 m51.1m-� 78S ' max 12 6 H028-3 - 14 4Sl8 63/8 2-12 1-tA, 1dm 10 16d 4 tm 1540 1135 185 ' 780 ' Max 14 6 215 2430 2610 1170 H029-31F - 14 4-SM 6_3!B 2-12 _ mm 10 16d 4 1m 1540 1735 18� 780 max 74 6 215 243a 2610 1170 .: JUS28-3.'.='l•:I 1LS2S-&:•:'_78�'44-507F 6-3IBt 7 :", J`? :fi:.:tm":-4' :'4fid" 13251510 d645 135 •' JUSZIU-3:'• -` . LLL52103+. .' `78. 43!& -&316: .2- .--1.. B;. : 16d? ..6` f' .tfid 1845 2105 -TL90. 198ti - .,. 1: p: �.. 14'1.9m•- - _FT lod (1750 '195 2t20 • 1135'. '-`,i: 74':16d .'.fi7: •.. 1m.:° 20fi0 2ii5 2520 ;1,35 ' -:. I - :: • .. _14: 4318 �6-3/8:. -2..12 •r: :1-116 .. mm' 10+..- • 16d _ ,4:.. '- .iod, .. 1540 1735 185.1 780..' . 5 Max >�14 • B • 2155 2430 2610 1170 . .14i •;a�:, Mu1.: to'' -' - afid' .'4: . ' " • .'104.c,. :�.-�:. 1540 1735 1865 _mom[ '74 ".6-. 215 243a 2W0 1170: F0121D-3 .. .; .NUZ703.. :14- .. 44B :8-114' ..' :- -- '2-12 - _1t' T1IB rb+• 7RM-214.-?,°`.t 'S1ax, cz8.. 1fid ; .� '`B: r'.-.::.. :•- lad"*•. .: :- 215 2430L 2610qma i Wr 30M .3475 3725. _ 14: '4-518. B-0K: ilL •;, :�' : 647n ::14--' 20:,U:3080 ..: S.i ..:_ `:mmt. 21M 2430 3475 . HD0Y103W--_ • HUCO2fO3 -14: 4318 :.9 -' , -O.t ,- '' = � F=72 WS 6 . - ..W53 •' Sacs 5590 5590 2975 31, 61, F32 1)Up80bads havebrat mceased 60%furwmd nrsdstde hx roim0ierNsease shah be pmmft& 2),6dsNrms(D.148dla x3-1/4'1ong)maybeacedat0.54 althelable loadwkm16d rxmunasarespesfmd.7h6 doesrotapplyto JUS, HUS, mH5sWdnmlbm ms. 3) WS4 Wood Strews are 1/4' x 3' long and are bxidedwn HD0 hmW& 4) NAM tm m1s are 0.149' dla. x3' long, 16d oink are 0.162' dia=34W long. New wDducts or mdated pmdusi mlomsxon are desgnated In bhm fool. CorraSton Flnisb NSlalydess Steel Cd'Gold Coat €CHUG 9Tdp1e Zilm . Con mued on nmdpage 117 Hangers Face Mount Hanger Charts Mew S . USP ,.. • '•: -. `yffiI'::•:. seas {k)' r '.CHoedte.Jdd''.;.. Hea : A .Ala. • Naff ' sE l[ib 1r2::E % IG46 WS46 18 3-S18 5 2 1 1 4 1 16d 4 16d 10401185122(147A355:. sin U46 16 3-9f16 4-13116 2 1-1/8 - 10 10d 4 10d 12i0 1405 1515-I' 755 ' 10 t6d 4 10d 14M 16M 18001.755 RIS46 HUS46 14 3-S/8 5 2 1 4 1Sd 4 16d -1085 '1M 13m .1155.1 4x6 KJs4sF HLWA 14 3-M 5 2 1 4 16d 4 l6d 4085:3235 1300 :1155. Fm48 HU46 14 3-9rlfi 5-1/16 2-12 7-118 Min 8 1� 4 1e 1230 9390 149a" 780: 12 6 1850 '2a8S 2235/7770 ' F®46F HU04fi 14 39116 5-1A6 2-12 - Afm 8 16 4 10 .12i0 '1390 )1490 j . 780. LW 12 6 .1850.12035 f 2235 1 1170 - .. `.NS46='__'.: .11J596'.:•- ^;78 I3-54 :J5::. 2 . •.1 =; rl4�I::.tbd".:A4'- =`3fi4.'-�': 1040 it&S 1220 1355' i1LS48 ...:.{18 .3-SMA'L' 6.718' 1", 2 . '•li • i%'=" =fi "_i6d I'4.:. -'y6d t ' 1325 151II 1645I 1355 .. _ •.- S1094fi: -`'•- .U46'•' ; :�i6 (3-9716 4•i3flfi :2.. 1-1I8: _'.- t10 ^tOd: '�14.' 's=10d'.:- 1250 1405 15151-755 . : w.::4:- 4'404c- 1470 1670 1800' 755 .H1546':•1! 14f.:3-Sf8 :? S_. -.2' -�1-T ,�'-.f.d•-.16d':n4� :�'J6d :'. 1065 .12351 1300( 1155 °HUSG6 ' . . 3.5f8 -_.57. :2�..��7:.:G=-k t4. -16d :4':=-:Y16d =' INS 1235 13m 1155 -`{HUS48 14. 3-518 :::F:' .'2. .-1 ..:I ':=_: .•6 : 16d -.61k ':•_tfid3:: 1fi25 law 19951 1010. HH548R - '. 'NUSGB ', :14 O-SM :7 .' ' 2 .. 1 .. '.--:. 6 ... 16d -6: :16d'. ih75 1850 1995 1810 .. :C:= • •.:.:...:.. NLI10;; . .. ;; j4, •.- 3-9R6 -::. ::5-7/i6 .. _..: •2-12� ,. 1-1/B- -: •Ann r 8 .. _ .:.` : . AEd_ -. �. 4 ' '-• ' ': _tIII ` : , � � 1230 1390 1490 780 , Max: r12.. s`�, 1850� 2085 2235 1170 - - Ffl116F."- ::`Fj' ' ..7 46 :".• -14. - ,- 3-9/16 5-1116' 2-72 .-.. Aft. Mac .8 - - 12. : lyd :'_-.. 4 ' ' : '• • . ': t 10d:i ,-1850 1230 1390 1490 780 S, H5, :6.. ZOBS 2235I 1170 • _ :._ . .., - _ . _. `. '3-9f16 045As _� 2-12 • ... '1-7/8, a 10 14 :]6d: .. 4 , ':• 10d: •, - I 1735 iB&5 .780 F2 " B. 55 2430 26101..1170. ' HMIF. --. •flUGB "7d • 4-r8i �6-15h6. 2-112 -;. :.Mln• " 10 " Gd.: .-.. 4- ..` "10d.• ', :: 1540 1Ti5 lam 780' 6�.•14 .'6.. 2155 2430'2610 A770. ,8548 U1548 18 3-518 6-7/8 1 2 1 ' 6 l6d 4 16d 1325 -151a 1645 1355. auto WS410 18 3-SM 8-7/8 2 1 8 l6d 6 16d 194SI 2105 2290 1980 SUH410 U410 16 3-9116 8-M 2 I 1-118 _ 16 10d 6 10d 2000 2245 2420 - 1135 16 16d 6 10d 23M 29M 28M 1135 HUS48 HUS48 14 3-518 7 2 7 6 16d 6 I 16d 1R5 18571 1995 1810' IA548ff HUSGB 14 35/8 7 2 1 6 16d 6 16d 1625 :l&% 1995 -1810: H048 HU48 14 3-9116 6.15/16 2-12 1-1/8 Min 10 16d 4 10d 1540 1735 1865. no Max 14 fi ��. 2430 Zfi10: 1770. 4x10 F4)484= HUGE 14 3-9/16 fi-15f16 2-72 - on 10 16d 41540 1od 1735 1865 780 . AIWX 14 6 2I55 2Gi0 2610 .7170 MS410 HUS410 14 3-Sd1 8-718 2 1 8 l6d 8 16d 2170 2465 26W 210- HU54101F HUSG10 14 3-5d1 8-7/8 2 1 8- 16d 8 16d 2170 24M 2660 . 2210• HD410 I HU410 14 3-9I16 8-13f16 2-12 1-1I8 Min 14 16d 6 10dLiu 2155 2430 2610- 1170' 20 70 I 195D 1®410R HUG10 14 3-WI6 8-13116 2-12 _ Mk 14 l6d 6 1G TfiiO :1170. Ala 20 10 1212430 .3475 3725 ism HD0410ff I HIIC0/11 14 3-11M 9 3 11-1121 12 WS3 fi W53 5015' 5590 5590 2975• A 31,111,F32 1) Upliftlnads have been Inceased 60%farwhd aselsmk lae# m /u dw Wease shall be peanted, 2)16d slnkas (0.148 da.x3-1/P Wd maybe used at0.84d8re table bad whce 16d mmmons are gmMe(I.7lds does mtapplyto 11S, HIS, MUS sWtroU hangers, 3) WS3 Wand Sam ale 1/4' x 3' Wg and are hrhidedwM H00 hangers 4) 04 C- lOd aat'b are 0.148' dia. x3' long,16d mare 0.162' da x3.12' bng. New product a updated produd irdmmatlon sera dm%nated b Wae fort Canadan Hilish EStaWass Steel GGold Cmt @HD6 MTdpk Z[nc 119 MINIMUM GRADE OF LUM6ER p ' TC, Chary 1a4 8YP f1 sPV JI/J2 of 60(Dr ' Bon Chord 2xa(#) OR 20 SP 12N OR OPP 11/12 or b01ter WEbq 2X4 SYP 13 or bettor (o)•S03 MAY DS ELOPED FROM A Ent. ('ITCHED ON tqU%% ' (n) ATNCH EACH VALLfl 70 EVTAT SUPPORTIH° TRUSS, WM I¢OOdQSORA(6E 7.10 4.5 .IHEIVm FOR�r ' MEAN MURK ENC{Wm °URDIN0. ERP. 0. REDIDEHOIN. VICE) TO Ciro PSP. ' I01fwD(c�°� n°rn�iwm 4P_0" MOX EXA W-0" Max 8P-0"Max 20P-0PP h S AT 24" EB�t11 UNLESS SPECIFIED WITH Od BDXµD(p �'(A�tyNL,[�V OIN�j�II�+S At'TEU•FGDDnpfO,ESI„ f�NL Nip, BIGAINO LTIUAILY SP. FON Yr&VALLCT WERBD 8,100, t TI4Wa) B I... m MAIQNUM VALLLY VECIICAL HEIGHT ANY NOT UOEED W-O', TOP PNOPPRpkrTI�p�P AMAUSS pR1GTH VANE! SL? MUST OE OWED WRHt PHRDfAUA11bN WED, WOO BNWHIN0 APKXP? PNIOR 70 VAUkY TRUSS POfl UNs AT 24' 00. OR AS OMERMSE SPIN,TREO ON W°21CDwl OFALEO DESIGN qUP VALLEY TRUSS .0U6SED IN UN OF PpURROL�NN�S�PAAgOINO AS �SPWnEO NON Ln�)DfNU7fl TNET"YALLLYx W NTPA�SUp(dfEDAIANa 7N6 =P�Sf 7HE DCPPCNVR0 ODD (+q URGER SPANS SE GUILT AS LONO AS ?LIE VER ICAL HOW DOES HOT IXOa 11-IAA�, POTION CHORO MAY OE SQUARE Da POCHIM CUT AS SHOWN. CHORD ra� OPTIONAL' UB END VERTICAL M� JOOINTNDETAIL FRAMING n+,msa TO LL 20 20 PSF 70 DL 10' 15 PSF SC DL 10 10 PSP SO LL OD 00 PSF 70TAL LOAD 40 bS PSF LIRIEIgIIIkIEE 1.25 1.25 2 i Typoc�al MINIMUM GRADE OF LUMBER Top Chord 2x4 SYP a2 or bettor Bolt Chord 2x4 SYP j2 or better. . Webe 2x4 SYP $3 or better REM TO SEALED DESIGN MR DASHED PLATES SPACE PIawaAcN vFRnCAA AT 4' 00 MAX. TOp AND w T CH SPUCE MUST BE SMOOEREDP30 THAT ONE SPUCE AR HD Of B OVER OTM � DPdRTwa as. REM To Ion R oarm SEALED DESIGN FOR REQUIRED PURUN SPACING. THIS wAL Is APPLICABLE FOR THE FOLLOMNO WIND CONDRIONSI �MANMERE IN HOOP, 1 MI. FROM CGLAASCE ST ASpI BIDS- LOCATED tWCLDOQ' WIND TO OW Pap. WIND aC D4" Par ®B�LDO,DIOM urm Mr. EIiE IX lgoor ppWMO TO D(Lxr.)D PSR W BC OL.D PSF. PIAIE9 N LONG AS BUOILI FACONSArrE FSHFOAMCEMO4 OMti WE X a: OPTIONAL SPUCE D WEB BRACING CHART WEB LENGTH REQUIRED BRACING 0' TO 7'9" NO BRACING tx4 'r BRACE. SAME GRADE; SPECIES AS WEB 7'9" TO 10' MEMBER, OR BETTER AND BOX LENGTH OF WEB MEMBER. ATTACH WITH Bd NAILS AT 4" 0/C. 20 'T" BRACE. SAME GRADE, SPECIES AS WEB 10' TO 14' MEMBBER: 19da NAILS ATn4" O/CEB ATTACH WRH *ATTACH PIGGYBACK WITH 6'xBxt/2" COX PLYWOOD WITH 4-05d NAILS IN EACH BOTH FACES 0 �► W Fnmllen bndna Is Get 9ro moonadM R JOIN. SPANS UP TO TYPE 30' 34' 36' 52' A 20 2.50 2.50 3x5 B 46 5x6 5x6 5x6 C 1.50 1.50 1.50 1.50. D 5x4 5x5 I 5x5 5x8 C.C. MAX. I r-1 1 r'D r of Inur d"I I am on eWIIOA Maximun Loading 55pof at 1.33 Duration Factor 50psf at 1.25 Duration Factor 47paf at 1.15 Duration Factor con dudnq� I l SPACING AT 24" G.C. SCAB -BRACE -DETAIL I ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is unpractical. Scab must mverfull length of web +A S". THIS DETAIL IS NOTAPLICABLE WHEN BRACING l5 . REQLAREB AT1J3-POIN'FS OR I -BRACE IS -SPECIFIED. - APPLY 2x SCAB TO ONE: FACE OF WEB WLTH 2 ROWS OF 1(3d"(3" X ().131-) NAILS SPACED G'O.C. SCAB MUST BE THE SAME GRADE, SCZE AND SPECIES (OR BETTER) AS THE WEB. - - �\ MAXIMUM WEB AXIAL FORCE = 250016s \\ MAXIMUM WEB LENGTH =12'-0" SIZE SCAB BRACE 2x4 MINIMUM WEB MINIMUM WEB GRADE OF# 3 Nass� � Section Detall ®•� Scab -Brame Web Scab -Brace must be same species grade (or better) as web member. L-BRACE DETAIL Nairmg Pattern, L-Brace size Nall Size . INaiiSpacing ix4 orb 10d ar o.c. 2u4, 6, ore 16d S' O.C. Note: Nail along entire length of L-Brace..' (On Two -Ply s Nall to Both Plies): ; M. C7 Web L-Brace must be same species grade (or better) as web member.- Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace - lrmst cover 90.4; of web length: L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 ZY3 or2x4 1x4 2� U6 ^� 2x8 2xS �» — DIRECT SUBS r UnON NOT APUCABM L-Brace Size forTvm-PlyTruss Specified Continuous Rows of Lateral Bracing Web Size 1 2 ZeC3 or2x4 2x4 2x6 2x6 «* 2x8 2xB m — DIRECT SUBSniVnON NarAPUCABr.r: T-BRACE / I -BRACE DETAIL Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is Impractical. T-Brdce / I -Brace must cover 90% otweb length. Note: This detail NOT to be used to coiiiedT-Brace / 1-Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size NaiIS'¢e Nail Spacing lx4orUS 10d 8"oc. 20 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length nf:T-Brace! I-Braee- (On Two-Ply's Nail to Both Pees) . ; altemate position Brace Size for One -Ply Tmss Specified Continuous Rows of Lateral Bracing 1 2• 1x4 (") T-Brace 1x4 M I -Bra 1x6 (7 T-Brace j2x6 I -Brace W T-Brace 2x6 I -Brace Brace S•rfe for Two-Pty Truss �10% Jr J Specified Continuous t Rows of Lateral Bracing SPACING Web S'¢e 1 2 t 2x3or2x4 I2x4T--Brace 2x4I-Brace WEB r :\t t 2x6 20 T-Brace 2x6 I -Brace 1t \ 2xB 2x8T-Brace 2xB l-Brace r� Nals / Section Detail T-Brace Web alternate pon NaSS w� I -Brace Nm T-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 buss, ix4 or 1xB SP braces must be shess rated boards with design values that are equal to (or better) the truss web design values. For SP fnss lumber grades rip to #2 with 1X bracing material, use IND 45 fbrT-Bracaa-Bran For SP truss lumber grades up to #1 with 1)_ bracing material, use IND 55 for T-Bracdl Brea Job Iruss Inuss Iype Mw209T=;xra TACOMAARTISAN-0R Al JWW JPIY ROOF SPEM 1 1 Joh Reference •� re �ma ,a IDtftGRVJJaQ37wfORkOlRug7mRt-7YXSNTGPi6Mzp 1FJRziwuVw Q8C7kCm99dz2_gX -2-0-0 841-13 11-11-0 16-0-0 22-7-0 27-6-0 32-2-0 36-10-0 40.16-4 46-2-0 24HI 6-0.13 5.10.12 4-C-7 83-0 411-0 443-0 44f-0 441-0 4312 6 - Dead Lead Deft.=5116 in' 64 = 5x5 5x5 = 6x5 7 3x5 = 4 6.00 12 NU52x4 4 II 3NOP27C STP=2 2x4It263 1 I "1 17 16 15 14 13 12 1 bx7 3x5 = 7x6= 41= 3x55 = 3x8 = NOP2X STP= = 4x8 = 5x5 = 83-0 16d-0 22-7-0 27-60 36-10-0 452-0 83-0 ~ 8-i-0 1 63-0 1 4-11-0 i 9-0-0 )� Plata Offsets (X.Y7- 12:05-8 0.151 r4:0-2-80-241 I9.0-2-8 D-2At 110.0-2-8 a1-8t 112:0-2-8 0-2-12t r19'.0-2-30-1.Oi LOADING(psf) SPACING- 2-0-0 CSL DEFL In (too) IldeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 024 17-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.91 Vert(CT) -0.5217-18 >999 180 BCLL 0.0 Rep Stress Ina YES. WB 0.86 Horz(CT) 0.17 12 nla Na BCDL 10.0 Code FBC20171fP12014 Matrix -MS Weight: 286 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No2 *Except TOP CHORD Structural wood sheathing directly applied or 3-0-2 0o puriins, except T1,T3: 2x4 SP M 31 end ver8rals. BOT CHORD 2x4 SP M 31 'Except BOT CHORD Rigid ceiling directly applied or 6-2-6 oc bracing. B2: 2x4 SP No.2 WEBS 1 Row at midpt 5-16, 7-16, 8.13, 10-12 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (sae) 2=0-0 (min. 0-1-13),12-0-8-0 (min. 0-1-11) Max Harz2=289(LC 8) Max Uplif12=E16(LC 8), 12-558(LC 9) Max Grav2=2174(LC 1), 12=2023(LC 1) FORCES. (lb)-Mm% CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3768H 021, 3-0=352711006, 45=.93651952, 5t=26361793, 6-7=28101802, 7-8=.91451892, 8-9-20211660, 9-10=23151692 BOT CHORD 2-18=106813254, 17-18=8242844,16-17-910r4399, 1576=-68913156, 1415=-0372703,13-14=-6372703,12-13=-425H560 WEBS 3-18=338f263, 418=1571462, 417=2361956, 517=-641268, 576=13321515, 6-16=5122022, 7-16=12061461, 7-15=534254, 8-15=2191805, 8-13=12431353, 9-13=1511731, 10-13=1121671, 10-12-23591653 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3•seeond gust) Vasd=124mph; TCDL=5.0psh BCDL=S.Cpsh h=1 BR; CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 noneonartent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 616 lb uplift at joint 2 and 55B lb uplift at joint 12. LOAD CASE(S) Standard PE 7 0 �} 6A !�I n-K -ate �\ � 3 //�1/7SS7ONAI_��G\\�\\ job Imes tress lype Mw20a Tmm ea TACOMAARTISANGR AY Icity, 1ply ROOF SPECIAL 1 1 Jab Reference (optional) sauvharhh lrvsa, tt cure, r4. wvai. ,., RvGR a .Q37wf,, z?mR- d ffl)C,.....lQKI ..-........._ ..._.._. Y .... gy . _ _ ID:fzRvGRVJa037wFORkO1RzgYlmRu�ckV7mpH10K1gRUUFotyCF70ad5YwSlTeysWEh 9W -2-00 7�1 1370.1 18-2.8 22-7-0 25-78 303-8 34-11-8 37-2-2 2-0-0 7 OM 610-0 17 4.4-8 368 447-0 4-8I 2-2-10 5x5 = Dead load Deft. =1/4In fl� 314= US Us= 316= �= 4xa= 2x411 US= 32� 18-25 25-7-e 34-11$ 37-2-2 o.�-A 911d 7S-0 9-0-0 2-2-10 Plate Offsets (X.Y)- 12�06-0 0-0.91 r3b2-8 0 3-47 r49-2-80-2-41 19:0-2-8 0.241 117'0.2-8 0.1-01 112'0-2-0 0.7-1Z1 113'LL1-12 0-1-81 115:0-2-00-2-07 r18:0-2-3 0.1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (hoc) tde0 LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.81 Veri(LL) 0.18 15-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.76 Vert(CT) -0.4215-17 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.63 Horz(CT) 0.09 11 n/a n1a BCDL 10.0 Code FBC2017f1P12014 Maldx-MS Welght:2601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'E1rcepN TOP CHORD T2: 2x4 SP M 31 BOT CHORD 2x4 SP No.2'ExcepY BOTCHORD B1: 2x4 SP M 31 WEBS WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left 2x4 SP No.3 REACTIONS. (size) 2=G-8-0 (min. 0-1-8), 11=0-10.9 (min. 0-1-15) Max Horz2=416(LC 8) Max Uplifi2=527(LC 8). 11=-438(LC 9) Max Gmv2-1815(LC 1), 11=1662(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-0=29911827, 3-4=27391825, 45=21611654, M-25071811, 6-7=19341567, 7.8=1679/478, 8-9=-459I158, 9-10=5411149, 10-11=1681/417 BOT CHORD 2-17=101312573, 16-17=7102009,15.16=7102009, 14-15=-456/1573, 13-14=45611573,12-13=304/1180 WEBS 3-17=4341341, 4-V7 223/626, 4-15-521320, 5-15=13621518, 6-15=542H413, 6-13=166/484, 7-13=10601370, 8-13=28IM96, 8-12=14421417, 10.12=335I1463 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-11-13 oc bracing. 1 Row at midpt 10-11, 5-15, 6.15. 7-13, 8-12 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opst BCDL=5.0psf; h=16ft; Cat 11; Exp C; End., GCpF0.18; 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 fora 10.0 psf bottom chord live load nonconcumem with any other live loads. 6) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 527 lb uplift atjoint 2 and 438 lb uplift at joint 11. LOAD CASE(S) Standard Job Inuss inuss lype MW208Taoonu TACOMAA"SA"R A3 ROOFSPECIAL 1 t Job Reference o tlonal a6~ TNA9, FL P[elca, FL, 9 I Hurt Dieu s veer n,la rmc e.<w a w<I a to rvu,ea uvwuva, uc� ID:fzRvGRVJaO37wfORkOlRzgz?mRWGiw918Bd9h3d31LkTRnLZIWrUB9FIBWFnD _gV -2-0-0 84L1 1510-1 20-2-8 72-7-023-7-8 28-11-8 0.1 2L 0-0 36-2-0 ' 2-0-0 F 8-0.1 1 7-10-0 447 12-4 5-0-0 �1-108 4-" 2x4 3x6 = 2x4 = 5x5= xs= 5x5= A.AI Dead Load Dell. -114 in 318 2x4 II 4x6 3xe= 3x8= 4x8= NOM STP= 3X6 = 5x6 MT20HS= 3x4 = 2x6 = � 18-10-7 23-7-8 28-11-8 355� 36-2A I pJf.1 Y_1M I ]-6] I ribll I n. a-n d-6-9 Plate Offsets (X,Y) - [2:05-12,0-0-131.150.3-0,0-2-8], r18.04-0 [8A-3-O,Edge], [10:0.2.8,0-2-4], [12:0.3-B,Edge], (12:D-0.8,0.1-111, [15:Edge,0.1-81, 116:0-3-12,Edgel, (17:0-0-0,04)-0], 0.1-121 124:0-2-3 0.1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in poc) 0dell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.93 Ven(LL) 0.16 21-23 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.3721-23 >999 180 M1720HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.82 Hoa(CT) 0.07 15 nta nta - BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 265 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except' T22x4 SP M31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0.2-1),15--0-6-0 (min.0-1-15) Max Horz2=432(LC 8) Max Uplifl2=-513(LC 8), 15-383(LC 8) Max Gmv2=1770(LC 1), 15=1617(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except and verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except 1 Row at midpt 13.16 WEBS 1 Row at midpt 14-15, 4-21, 6-21, 6-19, 9-19,10.18 FORCES. Qb) -Mac Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23=2874f753, 3A=2653?71, 4.5=21251606, 58=17871614, 6.7=1508/456, 8-9=107250, 9-10=14921473, 10.11=1047294,11-12-904243,12-13=-864230, 13-14=-4221104;14-15-849203 BOT CHORD 2-23=9672458, 22-23=9672458, 21-22=-9672458, 20.21=55711741, 19-20=557/1741, 18-19-27511048,13-16=754219 WEBS 4.23=0/301, 4-21=7721407, 5.21=161495, 6-10=436/332, 10.19=295I910, 11-18=-081242, 7-9=1736/523, 10.18=-646214,13-18=40411626 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vu0=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsh h=16ft; CaL II; Exp C; End., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This hors has been designed for a 10.0 psi bottom chord Me load nonooncunent with any other live loads. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 513 lb uplift at]ohd 2 and 383 lb uplift at]oird 15. LOAD CASE(5) Standard MA _ us 11 5x5= Dead two Dell. =31161n- 6.00 12 6 5x6 = 5x5 = 3x4 i 70 11 5 34 4 2x4p - 4 2x4112 ",1 4 0 STP= 21 20 19 16 17 16 d 15 13 3x7 = 3x4 = 3x6 = 316 = 316 = 3x0 = NOP2x STP= 3x7 11 4x4= 6xs 11 3x4 It 3x4 11 2x4 = 3640 941 17-10-1 3611A 32-1aa =5'S-9 a I ea4 e-1oa 1 s7-�I sloe 2 ra oaa Plate Offsets(X,Y) f20.1-80-5-3] f20-0-00.1131 f642-80-2=11180-213 Edge]. 22:0-2-30-1-01 LOADING(psf) SPACING- 24)-0 CSI. DEFL. m (oc) Udeft Lid PLATES GRIP 2441190 TCLL 20.0 Plate Grip DOL 125 TO 0.69 Vert(LL) -0.16 2-21 >999 240 MT20 TCDL 15.0 LumberDOL 125 BC 0.97 Vert(CT) -0.3717-19 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.60 Hom(CT) 0.08 14 n1a We Weight 2571b FT=20% BCDL 10.0 Code FBC2017/fP12014 MatmS LUMBER- - BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No2'Excepr B4,B5: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 WEDGE Left 2x4 SP No.3 REACTIONS. (size) 14=06-0 (min. 0-1-15),2=D6-0 (min. 0-2-1) Max Horz2=431(LC 8) Max Uplift14=392(LC 8), 2=516(LC 8) Max GMV 14=1646(LC 1), 2=1747(LC 1) FORCES. Qb) - Max. ComplMax. Ten. -AII forces 250 Qb) or less exceptwhen shown. TOP CHORD 2.3=27401766, 3d=2485f7O3, 45=23941727, 56=17901568, 6-7=1515I564, 7-8-1051M55, 8-9=1039a7o, 9.10=12531375,10-11=5081130,11-14=16021400 DOT CHORD 2-21=97212299, 20-21=76511976,19-20=76511976, 18-19=43711377, 17-18=437H377, 16-17=1391538 WEBS 5-21=911468, 5.19=-6711374, 6-19=331405, 7-19=1611364, 7-17=7981357, 9-17=-84I345,10-17=207f754,10-16=14141426, 11-16=40111575 Structural wood sheathing directly applied or 3-2-3 oc pudins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-19. 7-17, 10-16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wmd: ASCE 7-10; Vult=160mph (3.second gust) Vasd=124mph; TCDL=5.Opst BCDL=5.0ps1:. h=16f ; CaL 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 Pat bottom chord live load nonconcuirent with any other live loads. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 392 to uplift at joint 14 and 516 Ib uplift at)oint 2 LOAD CASES) Standard i PE L05 ItSTA7' x�FSS/off Dead Load Defl. = 5116 in ' 5K7 = Syr = 2x4 = 7 a 3]E= 314=3z8= 314= 3y6= 314= NOP2X STP= 30 II 316 = 5x8 11 3x4 tl 3x4 II 214 = 3M tDaf 14101 LIEM 3e08 356b 35.140 t efoo I 44] I sloes I eba Plate Offsets fX.YF- t2:0-3.12 0-1-9t, tz 0-1-8 oSat fa 0-2-8 a3gt is 0-5-4 O-z-Bt n•0 3-0 Edcet r10.0-0-0 0-1-12t 110.0-6-0 o-24t 116-0-1-12 0-1-81 122:0-z-a 0.1-01 LOADING(pst) SPACING- 2-M CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 2M0 Plate Grip DOL 125 TC 0.93 Ved(LL) -0.21 19-21 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.5019-21 >847 180 MT20HS 1871143 BCLL 0.0 Rep Stress Inrr YES WB 0.47 HOR(CT) 0.07 14 rda n1a FT=20% BCDL 10.0 Code FBC2017/rPI2014 MabixS Weight: 255 lb LUMBER- - BRACING - TOP CHORD 2x4 SP No.2 ' TOP CHORD BOT CHORD 2x4 SP No.2 *Except' B7: 2x4 SP M'31, B4:2x4 SP No.3 BOT CHORD WEBS 2x4 SP Nc.3 WEBS OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 14=04-0 (min. 0-1-15),2=0-8-0 (min. 0-1-0) Max Hom2=405(LC 8) Max Uplift14=-374(LC 9), 2---494(LC 8) Max Gmvl4=1646(LC 1).2=1747(LC 1) FORCES. (to) -Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2J=27281709, 34=24401676.4-5=1613/481, 5-6=11681410, 6-7=90/260, 8-9=1310/415, 9-10=1011259, 10-11=-8541186,11-14=1578/401 BOT CHORD 2-21=48812287,20-21=-65011881,19-20=650I1881,18-19=35911352, 17-18=-35911352, 16-17=186/854 WEBS 341=302rz65, 4-21=1221577, 4-19=7751421, 5-19=224n0a, 577=543220, 9-17=158r581, 9-16=777259, 11-16=261/1221, 6E=13231457 Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verfirals. Rigid ceiling directly applied or 7-2-9 oc bracing. 1 Row, at midpt 4-19, 5-17, 6-17, 9-16 NOTES- 1) Unbalanced roof live loads have been considered far this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.OpsF h=16ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL--1.60 3) Provide adequate drainage to prevent water ponding. 4) Ali plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconanent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 14 and 4941b uplift at joint 2. LOAD CASE(S) Standard M. -,�\GENgF��f��ii � PE 7�j� 7 ' J- 1 -4 t STA MALf��G p ryas NSS ype y MW Za8 Tacoma TACOMA-ARTISNiGR Aa ROOF SPECNL t t Job Reference a 'onel Seua�erll TrIL49.RYRM1I,YL. A1Wl w¢acwa wu aw on1[Rzgz..tr-.4...n..=...................-............�.....��._._ ID:trRvGRVJaO37wfORkOlRzgz?mRu-NIPeW1AFsg7XFMwaVNy88PU6Gm7gN68D?MH �R z4xi13 At 780 tt-34 tad0 21-108 t 2 7.6 a1.t68 4 At 8S5 3A-I 7-2-12 3i8 186 160 4A9 41e4 3x6= 316= Sx5 — 8x5 = Dead Load DefL=114 in iC II 12 M av 4 b 13 22 21 3x4= 18 314= 15 2a4 II 4.8 = 3x6 — 3x8 = NOP2X STP= 3,6 = 314 = 2x4 II 2x4 = i2 3 14 o4s 7-ae lsau zt-taa ?2:,_341ae astrtA �I 7-10-1a ] sslo I 7a-ts �o�is sal oaa asa Plate Offsets OLY1,- f2'0-1 1204-8] f542-80-247 17'0-3-00-2-0] B.,0-3-00-2-01 f10:0.1-120-1-81121.0300-1-121 f23'0.2-00-MI LOADING(psf) SPACING- 2-" CSI. DEFL In One) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.93 Ved(LL) -0.15 19-21 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.71 Ved(CT) -0.3919-21 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.91 Horz(CT) -0.05 14 n1a n/a BCOL 10.0 Code FBC2017/rP12014 MetmrS Weight 260 lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2-ExcepP T6: 2x4 SP M 31 BOT CHORD 2z4 SP NO2 -Except' B5: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, exmpt end verticals. BOT CHORD Rigid ceiling directly applied a 6-" oc bracing. Except 1 Row at midpt 11-14 WEBS 1 Row at midpt 5-18, 6-18, 10-16 REACTIONS. (size) 24-0-10-9 (min. 0-1-13), 14--0-3-0 (min. 0-1-15) Max Hoa24=147(LC 8) Max Uplifl24=470(LC 8), 14=-368(LC 8) Max Grav24=1555(LC 1), 14=1620(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or lass except when shown. TOP CHORD 23=20921490, 34=2415/604, 4-5=-1902/578, 56=12891462, 9-10=13891473, 10-11=978/264 BOTCHORD 23-24=-636/1725.2-23=219/1077,20-21=64011938,19-20==64011938.18-19=396/1382, 17-18=179/814, 16-17=179/814,11-14=1685/440 WEBS 21-23=684R390, 3-21=1301/425, 421=1281380, 419---627/d25, 5-19=211/699, 5-18=3SWI98, 10.18=223T737,10-16=7411258,11-16=238/1159, 2-24=22301626, 6-9=1308/490 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=1SOmph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=S.Opsh h=16fi Cat II; Fxp 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 noncencumentwith any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 470 lb uplift at joint 24 and 368 Ill uplift at joint 14. LOAD CASE(S) Standard � PE70 -6 STA 7'� job Truss TWSS I ype IM Tarawa TACOMA-ARTISAN-GR A7 Roof Specs) 1 1 Job Reference a Banal em,Truss, Ft � ,FL. 1 NOP2X STP= 2X4 II 5X8 MT20HS� 5X8= 4x5= e,m� 4x7= 7 a 3X5 = 18 2X4 11 Dead Load Deft.=118In' 111 10 d N d pQ A 17 15 14 13112 3X4 = 3X4 = 3x8 = NOP2X STP= 3x4 = 2X6 = 3,7 = 2c6 11 LOADING(psi) TCLL 20.0 TCDL 15.0 SCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 125 Lumber DOL 125 Rep Stress Ina YES Code FBC2017/rP12014 CSI. TC 0.84 BC 0.57 WB 0.73 Matrix -MS DEFL. in (loc) Well Ltd Vert(LL) -0.11 13.14 >999 240 Vert(CT) -0.25 13-14 >999 180 Hom(CT) -0.02 11 Na n/a PLATES GRIP MT20 2441190 MT20HS 1871143 Weight 264 tb FT= 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 244 oc puriins, except BOT CHORD 2x4 SP No.2-.Excepr end verticals. B2,94,B7: 2x4 SP No.3 BOT CHORD Rigid wiling directly applied or 64)-0 oc bracing. Except WEBS 2x4 SP No.3 `Excepr 1 Row at midpt 9-12 W70: 2x4 SP No.2 WEBS 1Row at midpt 5-17.7-14.8-14.5-15 REACTIONS. All bearings 0-8-0. Qb)- Max Horz23=86(LC 4) Max Uplift All uplift 100 lb or Tess at joint(s) except23=-532(LC 1), 22=832(LC 8),12=-663(LC 9), 11=-567(LC1) Max Grav All reactions 2501b or less atjoint(s) except 23=395(LC 8), 22=2011(LC 1),12=2047(LC 1),11=337(LC 9) FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-23=275=, 23=1551/350, 3.4=17511447, 4-5=1724/536, 54r=1149/358, 6-7=7991231, 7.8=-859/298, 8-9=1099/277, 10-11=368/469 BOT CHORD 2-22>17901744.19-20=410/1584,16-17=314/1215, iS16=314H215, 14-15=251/1123, 9-12=1858/737 WEBS 2-20>517/1916, 3-20=9801360, 5-19=264/697,17-19=-30811181,15-24=471268, 7-24=74/321, 7-14=-592201, 9-14=18611040, 6-24=2951113 NOTES- 1) Unbalanced roar five loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=lSOmph (3-second gust) V2sd=124mph; TCDL=5.Opsf, BCDL=S.Opsf; h=16ft; CaL II; Exp C, End., GCpi=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip 1301=1.60 3) Provide adequate drainage to prevent water pointing. 4) All plates are MT20 plates unless otherwise indicated. 5) This thus has been designed for a 10.0 psf bottom chord live load norfconcafrentwith any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 532lb uplift at joint 23, 832 lb uplift at joint 22, 663 Ib uplift at joint 12 and 567 lb uplift at joint 11. LOAD CASE(S) Standard � ---f/ \N\�4'�%�GENSF�� PE7 55511 `n 1 I i04 :%` 4_0R)fl_ Job NSS Iniss lype, ly MW `Ref TACOMA-ARTISAN-OR AS ROOF SPECIAL 7 1 Job Reference (optional o1e 1 Souerem cuss, FL Fk ,FL, 34951 _ '8.230s 212018 PreR B.zWs 21 18 MRek lndu511les, arc. Wed 2017.1724 ID:fzRvGRVJaQ37wfORkOlRzgz?mRu-v4QA3CMQnTw YW7i?arlcDkswxm AP 3$ 56-12 9-13 12-1.1 165-10 17-0-0 21:9 286U 3258 33-2A �4iB 4-tb4 34i-7 3-0-8 IIL81 4-(YO 1 49-0 I &1141 4x8 Mf20HS4 as= v.w— 6.0012= 4x70 MT20t15= 3t4= 414= 2x4 II 4x8 = SX5 a i8 ix4 II 7.14 12 5x5 a 1x4 II 1x4 II W 15 3x8= 3x5= 3x6= II 12 14 NOP2XSTP= 30 = 2x4 II 214 = 08e a1s-0 Ut^ SB12 1654 12-13 17-0288-0 32-Se 329E nC� +lea —I a1w 1 taa ( a1�-0a I saa I s11a oma o-so Dead toad Dell. = V4 in Plate Offsets QX Y)- f2,.0-2-4 0-1-81 15-0S$0-2d1 f6:OS0 Eda 1 R•04-0Edgel f9:0-2-4 0.2-01 f10:622 4 0 1-81 f15.0-2-0 0.1-81 (19.0.2-0 0-0-21 f20:0-2-8 0.2-01 LOADING(psf) SPACING- 240-0 CSI. DEFL in (loc) OdeO Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TO 1.00 Vert(LL) .0.18 15-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.74 Vert(CT) -0.4415-17 >867 180 MT20HS 1871M SCLL 0.0 Rep Stress Ina YES WB 0.87 Horz(CT) 0.04 13 We Ala BCDL 10.0 Code FBC2017fFP12014 Matrix-S Weight266Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 • TOP CHORD SOT CHORD 2x4 SP No2 `Excepr SOT CHORD S2,B7,F2: 2x4 SP No.3 WEBS 2x4 SP N0.3-Excepr W10: 2z4 SP No2 WEBS REACTIONS. (size) 22=0-3-0 (min.0-1-12),13=0," (min.0-1-12) Max Horz22=92(LC 9) Max Uplff=2 422(LC 8),13=344(LC 4) Max Gmv22=1479(LC 1), 13=1479(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 ph) or less except when shown. TOP CHORD 23=109W315, 3-0=-1097/315, 4-5=1777/488, 56=1377/401, 6-7=996/281, 7-8=1339/401, 8-9=-822/291, 9-10=1015/284 BOT CHORD 2-22=1472/483,19-20=440/1619,18-19=401/1564,17-18=346/1345, 16-17=279/1159, 15-16=27911159,10-13=1510/429 WEBS 2-20=436/1620,3-20=325/184,4.20=938/242, 579=281/1002,5-18=7241213, 8-17=1161400, 8-15=7471245, 10.15=220/1D87, 6-24=321/f05 Structural wood sheathing directly applied, except end verticals. Rigid miring dne tly applied or 10-0-0 oc bracing, Except: 8-10-12 oc bracing: 19-20 9-10.2 oc bracing: 17-18. 1 Row at midpt 10-13 1 Row at midpt 7-17, 8-15 NOTES- 1) Unbalanced rocf live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=5.0pst BCDL=5.CpsF h=161k Cat II; Exp Q. Encl.. GCpi--0.18; NIWFRS (envelope); Lumber.DOL=1.60 plate grip DCL=1.60 3) Provide adequate drainage to preventwater pone ing. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load noncencurrent with any other live loatls, 6) Provide mechanical connection (by others) of thus to bearing plate capable of withstanding 422 lb uplift at )oird 22 and 344111 uplift atjoint 13. LOAD CASE(S) Standard N55 r1Ae ype rdlw'208 Tacoma TALOMfrART1Sl1N-GR A9 Rooi6pe®I t t Job Reference o Bon SouNam Truss, FL F., ID:fzRvGRVJaO37wfORkOlRzge?mRurTYwUUOhJ5AY0sgOpOdJ8116TaC3i9T1me �N saa I t3-s1d 11T0'0I ztaa 1 2asa I M-- 3a-zA ' Sa8 7-9-2 1-T6 TWO T80 &11A d-9 3x5 6.00 12 3x4 = 7xB MT20tiSli 2x4 II 2x411 3x5= 19 17 2%4 It 3x8= M-71M 15 3x4=1x4 II 414 = 14 13 300= NOP2XSTP= 3x5 = 20 II 2x4 = oaa asz-0 as,a sae rasa tsoo zt-se zaTo_ szse 4asa aso Dead load Dell. =114 in Plate Offsets MY)— R•0-1120-1 81 W0-3-80-3-4] f6:0-2-8Edne1 f89-2d0-2-01 rl2424O-1$ 114:0-2-40.1-81 [1T0-2-120-1.81 19:0-312,0-2-0] 120:0-1-1241-81 LOADING(psi) SPACING- 2-0-0 CSI. DEFL in Qco) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.24 19 >999 240 MT20 90 TCDL 15.0 Wmbe, DOL 125 SC 0.94 Ved(CT) I -0.44 4 >862 180 I MT20HS 187/143 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.70 Hoa(CT) 0.04 12 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 256 lb FT=20% LUMBER- BRACING TOPCHORD 2x4 SP No.2 ' TOP CHORD BOT CHORD 2x4 SP No.2 *Except' B2,B4,B7: 2x4 SP No.3 BOT CHORD WEBS 2X4 SP N0.3 'Except' W7:2x4 SP M 31 WEBS REACTIONS. (size) 22-03-0 (min.0-1-12), 12--0J-0 (min.0-1-12) Max Hoa22=90(LC 9) Max UpIM22=467(1-C 4),12=-405(LC 4) Max Grev22=1479(1-C 1), 12=1479(LC 1) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-10341351, 341650/537, 45=16181527, 5E=937/391, 6-7=1509/498, 7-8=663261, 8-9=795f268 BOT CHORD 2-22=14851503,19.20=28111034, 4-19=4771233, 17-18=1031299,16-17=39511358, 15-16=39511358,14-15= 3W/l358, 9-12=14121422 WEBS 3-19=2901958,17-19=3W/1319, 17-24=318/189, 7-14=1070/328, 7-15=01266, 9-14�07/1143, 5-24�9?7201, &20=1064l415, 2-20=-491/1580 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiring drec8y app8ed or 10-0-0 oc bracing, Except 2-2-0 oc bracing: 16-19 94-1 oc bracing: 15-17 944 oc bracing: 14-15. 1 Row at mldpt 7-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3second gust) Vasd=124mph; TCDL=S.Opst. BCDL=S.Opsf; h=161k Cat 11; Exp C; End., GCpi=0.18: NIWFRS (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 psi bottom chord live load nommncurtent with any other live loads. 6) Provide mechanical connection (try others) of truss to bearing plate capable of withstanding 467lb uplift atjohd 22 and 4051b uplift atjoint 12. LOAD CASE(S) Standard Job mSs law Jype w M208Tamma TACONW/a IWA 61t A70 ROMapeciw GVtler t t Job Reference joptionall Sauthem Truss, H. PWM FL. 3495t nun a..«, s wn wie rnnc a .., a w<, w.o au,m nwwuw, uu:..w.w ... �.. �..�, ....,_ . IDizRVGRVJa037wfORkOlRzgz?mRu-ml EPJ40A FaN78YeErG1770oeRdGO�d1 �M s�o +taro two ts�o-0 zaoa 3o-e-o 3a-e-e atae sto-to tee stao stop stag a-z-s Dead Load Dell. =118 in 6.00 12 2x4 II 4x4 = 3x4 = 30 = 30 = 417 = Trd— 414 = a a a 10 11 ., •.. .. is - <, 2011 4x9= 3x4= 3x4= 515= 4x611 3x4 = n`5 Si-0 10b0 t3e0 tat00 z680 3a9L__ 33&2 ]3A-8 Ortiz 4fa8 [ N6O -il —0 j S1DU I S1O0 1 SIaO N 0AG OS9 Plate offsets (X,Y)- [z:a2$,a14t], [3:a1-12.a1-81, Isd)311,a2-4j, [6:a2A,a2-0], [11:a5-d,a-2-0],[12:a1-12,a1-1z]. (13:Edge.a3AL [14:0-1-12,03-0). [1E:o-2-12.0-: [20-a2-0 0.2-01 [21:0-2-0a1-81 LOADING(psf) SPACING- 2-a0 CSI. DEFL in floc) Vdefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.13 17 >999 240 001517-18 MT20 244/190 TCDL 15.0 Lumber OOL 1.25 BC 0.62 Vert(CT) >999 180 BCLL 0.0 Rep Stress Inr NO WB 0.76 Hoa(CT) 0.03 13 n/a file BCDL 10.0 Code FBC20171rP12014 Matrix -MS Weight2481b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No.2'Except' B2,B4:2x4 SP No.3, B6: 2x4 SP M 31 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (sos) 23=0-3-0 (min. a1-15), 13=0-10-9 (min, 0-2-5) Max Hom23=-53(LC 9) Max Up1i823=526(LC 4), 13=1043(LC 4) Max Gmv23=1629(LC 1), 13=2777(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 0b) or less except when shown. TOP CHORD 2-3=1366I459, 3-0=2319!/61, 45=23211760, 5-7=5641172, 5.6=19131637, 6-8=19131642, 8.9=2111/741, 9-10=21111741,1a11=1827/675, 11-12=12641462, 12-13=2310/856 BOT CHORD 2-23=16281570; 2a21=-01511366,4-20=877/337, 17-18=-68512111, 16-17=-61SM827, 15-16=619/1827,14-15=-396/1078 WEBS 2.21=-607I1909, &21=1244/485, 3-20=41911323, 7-20=268/840, 7-18=412I210, 6-7=127/493, 1a20=59211995, 0-18= 422/170,1a17=2311477, 10-15=7601420, 11-15=-50411137,11-14=8261562,12-14=72411979 4Q 9 Structural wood sheathing directly applied or 2-7-13 co pudins, except end veritcals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except 9.2-3 oc bracing: 20-21 7-2-0 oc bracing: 17-18 7-6-4 oc bracing: 15-17. 1 Row at midpt 8-18.12-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=left; 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 nonconcunent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 526 lb uplift at joint 23 and 1043 lb uplift at joint 13. 7) Graphical pudln representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 700 lb down and 361 lb up at 30-5-4. and 6981b down and 318 to up at 325-4 on bottom dons. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, Inds applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Lhre (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued an page 2 / PE051 � = f I - _A— STA 7 yr _OR['D', Job Iruss I Pass Type MW meTamme TACOMAARTISA"R AID Rod SpBdWCidw I 1 Job Referenm a 'onal MIS wih R 8230s 2120/8 PmR 6230s 21 m18Mt)ekindusmes, Die Wed Marmt].1]2] ID:fzRvGRVJa037wfORk01Rzgz?mRW[NhEPJ401Pe .N78YeEG1'770oeRdGmd1UrZ aM LOAD CASE(S)Standard Uniform Loads (pIQ Vert 15=70, 56>70, 6-11=70,11-12=70, 23.24=20, 20-22=20, 13-19=20 Concentrated Loads (lb) Vert 14=700(B) 25-698(13) �\��• -,GENgF��t1 I PE 7 051n � 1 1 p L` S rA / * rACOMA-ARTISANGR 81 ROOFSPC IAL 1 1 Job Reference (opllona0 SmMem Truss,Ft PI®ra, FL, 34951 flan: a.2$Os Or42120IsP c 82ies OC212a18 MRekaghsMea, irie. W�Mar21t `F1�82a19 Pa 1 ID:4RvGRVJaQ37wfORkOlPaaz?fnRu-nsftwZQYAiMFAgmufnBSORNXFBXYRmll4g .2GL fi4-0 1_ 11410 + 154'A 1 22-7-0 1 12LX 1 352-7 1 3984 1 438-0 4S2-q47-20 a{.p 4Aa 480 8-it-0 83-0 bd7 439 42-0 T Dead Load Dell. = 318 in ' Sx8 = 5 6.00 12 515 5x5 = 4 2A3x5= 5x9= 5's4x54s5W5 W7 g 8 4x50 3x4 II N p W 9 WV 2x4 II d 22 21 20 19 18 17 SB1 15 it 1 O NOPD(STP= 418= 4x8— 3xI0= — 3x511 3x5— 2x411 214 II 2x4 II 2x4 It 13 12 2x4 11 2x4 11 3x4 11 2x4 11 3x5 11 6-0-0 1544-0 257-0 27-3-0 40-2-0 1-0 4330 45-2 1 6M7 ~ 8-0-0 I s-11 4-8•p 12-11-0 1 3311 -0-0 Plate Offsets (XY)- [1:0-2-4,0.1-12), I2:D-2-8,0-2-41. [4:0-2-4.0-2-8], 16:0.5d,03d1, [/:0.2-8,0.2-41, I12:Edge,0-3-8], I14:0-2-12,0341. I21:0.2-12,0.2-01, I22:0.242,0.1.87, L23:0'2-3 0-1-01 LOADING(psf) SPACING- 240.0 CSI. DEFL. in 80c) Was Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.91 Vert(L-) 0.24 16-18 >9W 240 MIT20 2441190 TCDL 15.0 Lumber DOL 125 SC 0.97 Vert(CT) -0.60 16-18 >901 180 BCLL 0.0 Rep Stress Ina YES WB 0.90 Harz(" 0.30 12 ale We BCDL 10.0 Code FBO201711PI2014 Maahl-MS Weight 318 lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No2 *Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. T3,T4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 00 bracing. Except BOT CHORD 2x4 SP No.2 •Excepr 8-10-0 oc bracing: 1415 B4,F2: 2x4 SP No.3, B3,82: 2x4 SP M 31 8-11-0 oc bracing: 15-16 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-21, 4.18, 6-18, 645 OTHERS 2x4 SP No.3 JOINTS 1 BMW at Jt(s): 15 REACTIONS. (size) 22=041-0 (min. 0-2-0),12=Mechanicel Max Horz22=289(LC 9) Max Uplift22=557(LC 8). 12=618(LC 9) Max Grev22=2016(LC 1), 12=2178(LC 1) FORCES. 8b) - Max CampJMax. Ten. -All forces 250 (lb) or less exceptwhen shown. TOP CHORD 1-2=2205/611, 2-0=1897/613, 3-4=34881967, 45=2844/788, 5-0�287Of780, 6-7=-2998/876, 7.8=-33951927, 8-9=2855f770, 9-10=26941717, 1-22=19641578, 10.12=2128/605 BOT CHORD 21-22=121271, 20.21=7192819,19-20=7192819,18-19--835/3505, 17-08=76413760, 16-17=76413768,15-16=762/3771,14-15=76413152 WEBS 2-21=761583, 3-21=1514/400, 3-19=260/1098, 419--7121289, 418=137WS18, 5-18=42811884, 6-18=1551/599, 6-15=12301324, 7-15=275/1229, 8-14=-782252, 1-21=A63/1996,10.14=5662371 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vesd=124mph; TCDL=5.0psF BCDL=5.0psf; h=16ft; Cat 11; Exp C; End., GCpi=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwiih any other live loads. 6) Refer to gifder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of buss to bearing Plate capable of withstanding 5571b uplift at joint 22 and 618Ib uplift at joint 12. LOAD CASE(S) Standard PE 7 �1 r _ I vim I� -p t STA r'tr 7 c� .14Z OFi1D�: ��\\ i� Jou 1russ M loxes lype W2MTe TACOMAWITISANGR E2 Red Speaal 1 1 Jab Reference o tional 24 23 NOP2X STP= 4x8= 3x5 It 5x5 = Sx7 = 5 6 VIA 5,5 = US \ W5 \ 22 21 20 19 18 US MT20HS= 318= 3x5= 3x5 = 2x4 It 2z4 It 5x5= 5xa= a II 16 2x4 II 2x4 II Dead Load Defl. =7/76 in 4x6. 4 10 c- d \� N 2x4 It 14 13 30 II 3x5 II LOADING 0 0 SPACING- 240(1 CS1. DEFL. in hoc gdefl Ud PLATES GRIP TCLL Plate Grip DOL 125 TC 0.68 VertALL) 028 17-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1 126 BC 0.70 Vert(CT) -0.7117-19 >763 180 MT20HS 187/143 BCLL 0.0 Rep Stress Inor YES WB 1.00 Horz(CT) 0.30 13 nla n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight3271b FT=20% LUMBER- IBRACING- TOP CHORD 2x4 SP Ne.2-ExcepC TOP CHORD T3,T7: 2x4 SP M 31 BOT CHORD 2x4 SP M 31'6ccapt' BOT CHORD B3,F2: 2x4 SP N0.3, B4:2x4 SP NO2 WEBS WEBS 2x4 SP No.3 JOINTS OTHERS 2x4 SP No.3 REACTIONS. (size) 24=0-8-0 (min. 0-1-11). 13=Mechanical Max Hom24--255(LC 9) Max UpINU4=545(LC 8),13=-574(LC 9) Max Grav24=2018(LC 1). 13--2105(LC 1) FORCES. (Ib) - Max CompJMax. Ten.- All forms 250 Qb) or less except when shown. TOP CHORD 1-2=1891/512, 2-3=1647/504, 3-0=3920/1027, 4-5=3068f766, 5-0=2659/765, 6-7=-30271798, 7-8- M7/1325, 8-9=4215/1107, 310=.3601/930,10-11=2884/831, 1-24=1994I552,_ 11-13=20561562 BOT CHORD 22-23=759/2939, 21-22=94513946, 20.21-94513946, 19-20=439/2650, 18-19=604/3308,17-18=604133118,16-17=67213122,15-16=807/2803. 10-16=-6291248 WEBS 2-23=40520, 3-23=1903/509, 3-22=29WI444, 4-22=8871310, 4-20=1557/546, 5-20=204/906, 6-19=344f1109, 7-19--11781506,7-17=53511721, 8-17=23827730, 9-17=.321/1547,10-16=111/337, 1-23=45311911, 11-15=7492638 Structural wood sheathing directly applied or 2-2-12 oc pudirls, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-23, 4-M B-20, 7-19 1 Bruce at Jqs): 17 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vu8=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsh BCDL=5.Opsf; h=16ft; Cat II; E1rp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live 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 545 lb uplift at joint 24 and 574lb uplift at joint 13. LOAD CASE(S) Standard QJ�����GENSF���t 7 PE7� f ( 4-34 -O t STA 7' D S/0tVA4 e ru94 rues ype W M208Ta=ma MA-ARTI TACOSANGR Al Raul Spedel 1 1 Job Refamnas o Ocnal Soulnem Trusa.FLPlerm.FL,34951 -,: Sx7 = 6.00 ( 4xt 5x8 = 3x4 11 Dead Load Ddl. =318 in- NOPD(STP= 4xS MUMS= 3x9= — — 3x5II 418= 3x5= 15 14 12 11 3x411 4x8= 4x10= 3x5II 4x6 = LOADING(psf) SPACING- 2-" CSI. DEFL in Qoc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 125 TC 0.78 Vert(LL) 0.24 17-19 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.6116-17 >865 180 MT20HS 1871143 BCLL 0.0 Rep Stress, Ina YES INB 0.79 Horz(CT) 020 11 n/a nla BCDL 10.0 Code FBC2017RPI2014 Matra -MS Weight•296lb FT=20% LUMBER- I BRACING. TOP CHORD 2x4 SP No.2 •E:xcepr TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins, except T3,T4,T5: 2x4 SP M 31 end verticals. BOT CHORD 2x4 SP No.2 •Except' BOT CHORD Rigid ceiling directly applied or7-1-0 cc bracing. B1,B2: 2x4 SP M 31, B3: 2x4 SP No.3 WEBS 1 Row at midpt 3-20, 4-17, 6-17, 8-12 WEBS 2x4SP No.3 •Excepr W10: 2x4 SP No.2 REACTIONS. (size) 21=041-0 (min. 0-1-11), 11=1viechanical Max 1-1orz21=212(1-C 9) Max Uplift21=S28(LC 8), 11=-521(LC 9) Max Gmv21=2019(LC 1), 11=2019(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250(lb) a less except when shown. TOP CHORD 1-2=1344/342, 2-3=11891334, 3-0=-4454/1097, 4-5--34091783, 58=2970f180, -6-7=360211031, 7-8=36381862, 8-9=2021/604, 9-10=23341606,1-21=2043/510, 10-11=1956/547 BOT CHORD 19-20=778I3023,18-19=106314495,17-18=1063/4495,16-17�1742937, 7-16= 4621384,13-14=68313081, 12-13=-68313081 WEBS 2.20=261375, 3-20=-2419/647, 3-19-360/1888, 4-19=1078/J22, 4-17=17391580, 5-1 7=1 56/947, 6-17=1851263, 6-16=570/1383,14-16=711/3162, 8-14=-6821249, 8-12=1686r358, 9-12=78/656, 1-20=42211815, 10.12=4542071 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.Cpsf; BCDL=5.0psf, h=16ft; Cat 11; Fxp C; End., GCpY-0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates am MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent 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 vAMstanding 528lb uplift at joint 21 and 521 lb uplift at joint 11. LOAD CASE(S) Standard ` \ 6 �/ � PE7— 051 �I f 1 -O t` STA / \ S%Npd.t�NG Job Trees iruss 108 MW206Tewme TACOMA-ARMANGR B4 RW Special 1 1 .lob Reference o Sonal �Um8m.1N .mrI ;M1'. I 314 11 4x12 = 1 23 22 NOP2x STP= 2x411 5,6 = 6.00 12 $x6= 3x8= 5x5= d 5 6 t7345x5W521 20 18 18 Sx13 4x8= 4x10MT20HS= 2x411 3x10 = 1615 14 3x411 5x9= 4x6= 2x4 It Dead Load Doff. =7116 in 5x5 = 5x5 = 8 m 44. 10 1 ` S2 3 �? q N iN 12 11 Sx8 3x5 ti LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 240-0 Plate Gdp DM125 Lumber DOL 125 Rep Stress Ina YES Code FBC2017frP2014 CSI. TC 0.90 SC 0.98 WB 1.00 Matrix -MS DEFL in (foe) Vdefl Lld Vert(LL) -0.30 19-21 >999 240 Vert(CT) -0.73 19-21 >738 180 Horz(Cn 0.25 11 nla n1a PLATES GRIP MT20 244/190 MT20HS 1871143 Weight 292 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except` TOP CHORD Structural wood sheathing directly applied, except end ver8rals. T2 2x4 SP M'31 BOT CHORD Rigid ceiling directly applied or2-2-0 oc bracing. Except BOT CHORD 2x4 SP No.2 *Except` 10-0-0 oc bracing: 15-17 B1,B2: 2x4 SP M 31. B4: 2x4 SP No.3 WEBS 1 Row at rridpt 3-19, 8-12, 5-19, 517, 2-23 WEBS 2x4 SP No.3 *Except* Wit 2x4 SP No.2 REACTIONS. (size) 11=1viechanical,23=0-8-0 (min.0-1-11) Max Horz23=197(LC 9) Max Uphill1= 497(LC 9), 23=-506(LC 8) Max Gravl1=2029(LC 1), 23=2025(LC 1) FORCES. (Ih)- Max. COmDJMaX Ten. - All forces 250 (Ib1 or less "mot when shown. 7-8=-3310t783, 8- BOT CHORD 22-23=71112996, 18-19=66413511, WEBS 2-21-5542633,: NOTES- 1)Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Ops(; BCDL=S.Opsf; h=16ft; CaL II; Exp Q. End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) PmAde adequate drainage to preventwater 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 nonconcumentwith 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 497lb uplift at joint 11 and 506111 uplift at joint 23. LOAD CASE(S) Standard ENS � FIE 705 1 I ��O< �'4 RID_1".�Z��� S/ONA4 Job IrUSS Imss lype MW208Tammy TACOMA-ARTSANGR B5 Roofspedal 1 1 Jab Reference o tloml >owiem truss, rc rbr®. ram, aax�t 8.00 12 5x8 = 3x5= 3x411 SXIO= 5 6 _ 7 a 3x7 4 6x10 MT20HS= 444... 3x4 II 1 4x12= Dead toad Deft. - M In 5,5 = _ 3x4 II 9 4x0 = 11 20 �r 14 11 21 19 1a Ll 7(� Imo/ Rs Sx Sx9= 48 MT20HS= 3x5= NOP2XSTP= 2x4 11 3x5= 16 15 13 12 2x4 II 3.4 11 &S = 416 = 5,5 = 20 11 4x5= 0r8hB 4&O 7-e-0 15-0-0 21.1-8 273-0 30.2-1 35-71-9 45.2-0 t 1 rC2Ti 24n 1 27J1 t 7LIr 1 0.tA r r.1A 2_tt_1 t rs91i 9-2-7 Plate offsets MY)- r3.04-0 Edget r4:0-1-8 0-1-8) isioz a2-fit i8 a7A a1-12t rl2:0-2-6 a2-12t 115.03-4 0-2-4t in:B-3-o Edget. rz1:o-3-0 a1-et. 122:Edg%0-2-12t LOADING(pst) SPACING- 2-M CSI. DEFL In Qoc) Udell L/tl PLATES GRIP TOLL 20.0 Plate Grip DOL 125 TO 1.00 Vert(LL) 0.41 18 >999 240 MT20 244/19D TCDL 15.0 Lumber DOL 125 BC 0.84 Vert(CT) -0.92 19-21 >583 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.80 Hoa(CT) 0.28 12 nla rda BCOL 10.0 Code FSC2017ITP12014 Mabix-MS Weight: 295 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 *Except* TOP CHORD Structural mod sheathing directly applied, except end verticals. T2: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 740-3 cc bracing. BOT CHORD 2x4 SP M 31 *F rmpC WEBS 1 Raw at midpt 2.22. 6-17. 8-15,10-12 B3,F2: 2x4 SP No.3, B4: 2x4 SP No2 WEBS 2x4 SP No.3'Excepe W3,W4,W10,W9: 2x4 SP No.2 REACTIONS. (size) 22="-0 (min. 0-1.11). 12-Mechaniml Max Horz22=92(LC 8) Max Uplifl22= 482(LC 8), 12=499(LC 5) Max Gmv22-2019(LC 1),12=2019(LC 1) FORCES. (Ib) - Maz CgmpJMax Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6544/1403, 3-4=763411691, 4.5=411511016, 5-0=-4117/1082, 6-7=-3915/992, 7.8=38901985, 8-9=-307lf728, 9-10=-31331686 BOT CHORD 21-22=96613610, 2a21=1123/4579,19.20=112314579, 18-19=892r3648, 17-18=1035/4117, 7-17=316/192,14-15=696/3174, 13.14=-69813174,12-13=445/1744 WEBS 2-22=-39811975,2-21=6704296,3-21=35661871,4-21=72313122,4-19=1338/455, 5-19-25VIO93, 578=27Df7B3, 6-18=403247, 6-17=-415/120, 15-17=72713246, 8-17=7542803, 8-15=1486I409, 9-15=-649236, 9-13-1287I384,10.13=-0032010, 10-12-24931644 NOTES- 1) Unbalanced roof five loads have been considered for iris design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf•, BCDL=5.Opsf; h=16ft; Cat II; Fxp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent rater ponding. 4) All plates are MT20 plates unless otherwise indented. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconwment 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 482 lb uplift at joint 22 and 499lb uplift at joint 12. LOAD CASE(S) Standard PE �005�1 1 — -p 1 STA /' �i0�`•�cCOR)D_ p ruse N55 ype y MW40a Tares TACOMA-ARTISAN-GR Be Roof Spedal 1 1 Job Reference Lopgonall swmhem 1r,r;s, rr. rtimra, rL., axeat D:tzRgYlmuc0 VGRVJaO37wf0RkOlRzR0y9dUi0YAOzzSHwH5mBRAVJxA=FvR07dF 2-7 1-2 1—I 1.& I I -n2.-11 11W 31-9 1N 7 7 44 3a5G I 49-2-0 1-98 8SA Ss-0 Sm = ' 6.0012 3x5= B 7 3x4 II 314 II i 4x7 i 6xt2 = ext4 MT20HS= 5 4z5 = y 0 0 WZ2 3 BS lW4M128HS= 21 4x4 Us MT20HS= 3x5= 27 26 25 24 3x5= NOP2X STP= 3x411 3x411 7x12= Dead Load Deft =9r8 in 316= 3x4 II 5x8= 3x10= 3x411 8 9 low= 7t 12 13 Y2 W1 5 8 8 19 7x 4 i4 N 18 17 16 15 14 3x411 4x12= 4x6= 315= SX5= LOADING(pst) SPACING- 2-0-0 CSL DEFL in (loc) Well ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TO O.65 Vert(LL) OAS 20 >999 240 MT20 244/190 TOM 15.0 Lumber DOL 125 BC 0.82 I I Vert(CT) -0.98 19-20 >551 180 MT20HS 187/143 I BCLL 0.0 Rep Stress Ina YES WB 0.97 Horz(CT) 0.31 14 Wa We BCDL 10.0 Code FBC2017/rP2014 Matrix -MS Welght•3041b F7=20% LUMBER- I BRACING. TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2311 oc pudins, except T2,T3,T4: 2x4-SP M 31 end verticals. SOT CHORD 2x4 SP No.2 *Except! BOT CHORD Rigid ceiling directly, applied or 6-3-6 oc bracing. Except B3,B7: 2x4 SP No.3, B4: 2x6 SP No.2, B5,B6: 2x4 SP M 31 104)-0 oc bracing: 26-28 WEBS 2x4 SP No.3 *Except WEBS 1 Row at midpt 7-19.11-15, 12-14 W4,W6,W74,W13,W8:2x4 SP No.2, W5:2x6 SP No.2, W7: 2x4 SP M 31 REACTIONS. (size) 29=041.0 (mm.0-246),14=Mechanlal Max Hocz29=155(LC 8) Max UPI11129=470(LC 5), 14=-609(LC 5) Max Gmv29=2028(LC 1), 14=2020(LC 1) FORCES. (lb) -Max. CompdMax Ten. - All forms 250(I1b) or less except when shown. TOP CHORD 1-29=1777/418,1-2=2040/482, 2-3=2159/515, 3.4=79302002, 4-5„34OM32, 5-6r462511286, 6-7=5004/1501, 741=479911444, B-9=-479911444, 9-10=-0771/1437, 10-11=31941927, 11-12=18041535 BOT CHORD 24.25=1161413; 22-23>1561/5586, 21.22=1172/4115, 20-21=117214115. 19.20=1487/5004, 9.19=-039254,16.17=-8722975,15-16=—B722975, 14-15=53511804 WEBS 25.28=901/3471, 3-28>1131213, 3-25=-5876/1571, 23-25=139515464, 3-23=1107/3975, 6-22=223/1121, 6-20= 40311197, 7-20=496296. 7-106. 17-19--SW/3017, 10-19--8452700, 10-17=726264,11-17=446214, 11-15=16881486, 12-15=27411353, 12-14=2544/763, 1.28=-6052543, 522--17861531, 5.23=-6832990 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=5.0pst h=161t; CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) The Fabdation Tolerance atjoint 3 =1696, joint 23 = 4% 6) This truss has been designed for a 10.0 psi bottom chord live Ind noncommmem with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 470 lb uplift at joint 29 and 609lb uplift at joint 14. PE 751 ( I S70N�hE� LOAD CASE(S) Standard Job Nss Iruss type M 2081ra ] TACOMA-ARPSMiGR 87 HALF HIP 1 1 Job Reference (optional) Sxed,ern Truss, Ft Perm, FL, 34951 2x4 0 5x5 = 3x8 = 3x5 = 3x6 = Dead Lead Deft =3M in 3x6 = 2x411 4xe= 3x411 11 4x5 = 2x4 II 3x8 = US MT20HS= 2x4 I I 3x12 = 2x4 11 Us = 315= 3xIO MT20HS= I sal 1 1rM I 77-11-1 I &1 350 1 2452-0 Plate Offsets MY)- (4.0-2-8 0-2-41 11002-00.1.81 112:0-2-8 0-2-121 114.0-2-e G-1-81 r2l:0-2-3 0-1.01 LOADING(pst) SPACING- 2-M CSI. DEFL in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TO 0.70 Ven(LL) 0.37 16-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.98 Vert(CT) -0.7116.17 >763 160 MT20HS 1871143 BCLL 0.(1 Rep Stress Ina YES WB 0.89 Horz(CT) 024 12 We Na BCDL 10.0 Code FBC2017fIP12014 Matrix -MS Weight: 264 lb FT=204l0 LUMBER- BRACING - TOP CHORD 2x4 SP Na2 *Except' TOP CHORD T2:2x4 SP M 31 BOT CHORD 2x4 SP No.2 . BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (size) 12=10arhanlcal, 2=0-M (min. 0-2-9) Max Hmz2=317(LC B) Max Upliftl2---669(LC 5), 2=563(LC 5) Max Gmvl2=2023(LC 1), 2=2174(LC 1) FORCES. (lb) -Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23=3982N083, 34=348411047, 45=30681979, 5-6=-398211300, 6-7=3982I1300, 7-8---3502/1154, 8-9=350211164, 9-10=-=211154 BOT CHORD 2-20=1101/3490, 19-20>1101/3490,18-19=130013982,17-18=1300/3982, 16.17=1348/4108,15-16=134814108,14-15=134814108,13.14=71512164, 12-13=715I2164 WEBS &19=5151274, 4-19=276/1131, 5-19=12731474, 5-17=21356, 7-16=owl. 7-14=784251, 8.14=40267,10-14=56811730,10-13=01293,10-12=27691915 Structural wood sheathing directly applied or 24-6 oc puriins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-19, 7-17, 7-14 2 Rows at 113 pts 1G-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3-semnd gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opst h=16ft; 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 poading. 4) All plates are MT20plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconwment with any other live loads. 6) Refer to gbder(s) for buss to truss connections. 7) Provide mechanical Connection (by others) of thus to bearing plate capable of withstanding 669 lb uplift at joint 12 and 563lb uplift at joint 2. LOAD CASE(S) Standard ENg'������ii � PE tO5 ST% �iO�,•�cCORID Job 1russ lype M MTammy TACOMA-ARTISA"R iTruss, Be July 1ply F HIP 1 1 .lob Reference foldlonall Dead Load Dell. = 7116 in Sx5= 316= 3x6c 2x411 3x10= 3x6= 2x411 8.00 72 4 5 fi 7 1 a g _.— __ 418 —11 RAI RN 4x6 = 1S 18 17 16 15 14 13 12 3x9 = US MT20HS W6= 3x8 = 2x4 11 4x10 = 3w5 hi 4x8 MT20HS= LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 I SPACING- 2-0-0 Plate Grip DOL I LumberDOL 125 Rep Stress Ina YES Code FBC2017[rP12014 I CSI. TC 0.65 BC 0.50 WB 0.75 Matrix -MS DEFL in poc) Wen Ld Vert(L-) 0.421&17 >999 2410 Vert(CT) -0.7916-17 >684 180 Harz(GT) 0.19 12 n/a Na I PLATES GRIP MT20 2441190 MT20HS 1871143 Weight 249 lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 31-Except' TOP CHORD Structural wood sheathing directly applied or 241-0 no purtins, except T1: 2x4 SP No2 end verticals. SOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-3-7 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 11-12, 5.19, 8-13, 11-13 W4: 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (size) 12=Mechardml, 2=D4W (min. 0-1-13) Max Horz2=267(LC 8) Max Uprift12=671(LC 5), 2=588(LC 5) Max Grav12=2023(LC 1), 2=2174(LC 1) FORCES. (lb) - Max. Comp:/Max. Ten. - Ali tones 250 Qb) or less except when shown. TOP CHORD 2.3=3986/1171, 3A=366711111, 4-5=-325811037, 5-0=5054/1666, 6-7='505411666, 7-8=505411666, &9=27691917, 9.10=27691917, 10-11=2769ml7, 11-12=1955/698 BOT CHORD 2.19=114a/3507, la-19=1545/4692,17-18=1545/4692, 16-17=154514692, 15-16=1460/4412,14.15=146014412,13-14=146014412 WEBS 3.19=329242, 4-19=30011227, 5-19=17671651, 5-17-0269, 5-16=1861492, 7-16=-492282, &16=244/761. 8-14=C279, 8-13=1946/643, 10-13=—W/313, 11-13=107413241 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.Opst BCDL=S.Opsf; h=16ft; CaL II; Fxp 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 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 671 lb uplift at joint 12 and 588lb uplift at joint 2. LOAD CASE($) Standard � PE 7 05i �1 r I i -O t` S Tp / o N55 me5 ypa Y Mw206Taoxre TACOMA-ARRSA"R B9 HALF HIP GRDSR 1 1 Job Reference LopliOnall SOIGnenl T.. FL Pimm, FL, 34951 ii Dead Load Deft. -3/16 in _ 5x12= 3x6 = SX8 2.411 3xe = 2x4 II 3x5 = _ 6.00 12 3 4 30 38 735 8 8 3x5 10 _ 4x6 11 43 28 % 31 5 33 34 36 3] � 39 4 41 42 NOP2X STP zxe II z 1 45 = 2x4 II 44 45 21 46 20 47 qa 19 Lg 77A 51 52 7853 15 54 t4 55 66 4x9 = 3x8 = 3x5 II 4x12 = 5x6 WB= 3x5 = 57 73 50 59 60 72 Us= 4.5 II 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 Inc NO Code FBC2017fTP12014 CSI. TC 0.92 Sc 0.91 WB 0.98 Matrbc-MS DEFL in Coo) Well Ud Vert(-L) 0.17 14 >999 240 Vert(CT) -0.31 14-16 >981 180 Horz(CT) 0.04 12 We We PLATES GRIP MT20 2441190 Weight 240 Ih FT = 20% LUMBER. BRACING - TOP CHORD 2x4 SP M 31 •Fxcepr TOP CHORD Structural wood sheathing directly applied, except end verticals. T1: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3.7-9 oc bracing. BOT CHORD 2x4 SP M 31 'Except- WEBS 1 Row at midpt 11A2, 3.21, 6-21, 6-18, 6-16, 8-16 B7: 2x4 SP No.2 WEBS 2x4 SP No.3'Excopr W3,W4,W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 12=1VIechanical, 2=0-8-0 (min. 0-1-8), 18=(0-3-8 + bearing block) (mq. 0-4-4) Max Hom2=217(LC 8) Max Upl'dt12-774(LC 4), 2=483(LC 8). 18=1914(LC 5) Max Gm.v12=2110(LC 18), 2=1293(LC 1). 18=5153(LC 1) FORCES. Cb) - Max. CompJMax. Ten. - All forces 260 Cti) or less except when shown. TOP CHORD 23--1992/725, 3-28=8091333, 28-29=809/333, 29-30=-009/333, 4-00=-N91333, 4J1=.W9l333, 31-32-809/d33, 5-32=-809/J33, 5f=-8091333, 6-33=14071508, 33-34=1407/508, 3435=1407/508, 735>14071508, 7.36=1407/508, 3637=1407/508, 3738=14071508. 8-38=1407/508, 8-9=308211124, 939—308211124, 39-40=-308211124, 10-40=3082/1124, 10-41=27191995, 41-42=27191995, 42-43=-2719FJ95, 11-43=27191995,11-12=19321835 BOT CHORD 2-22=71511692, 22-04=717/1716, 44-05=717/1716, 45-06=717/1716, 21-06=717/1716, 21-47=23911891, 2D-07=23911891, 20-08=23911891, 48-49=2391/891, 19-49=2391/891,18-19=2391/891; 17-18=2391/891, 17-50=2391I8.91, 50-51>2391/891, 51-52-2391/891, 16-52=239118.91, 1653=1124/3082, 15-53=1124/3082, 15-54>1124/3082, 1454=112413082, 14.55=9952719, 55-56=9952719, 56-57=9952719, 1357=9952719 WEBS 3-22=-391738, 3-21=10341440, 4-21=948/646, 6-21=.139513648, 6-18=-47652037, 6-16=159314334, 7.16=.8461572, 8.16=19361713, 8-14=01361,10-14=1481419, 10-13=11527H3, 11-13='1114/3044 NOTES- 1) 2x4 SP M 31 bearing block 12' long at)L 18 a0adled to frontface with 2 news of 10d (0.131'xW) nails spaced 3' o.c. 8 Total fasteners. Bearing is assumed to be SP M 31. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0psf; h=168; Cat 11; Fxp C, End., 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 indicted. 6) This truss has been designed fora 10.0 psf bottom chard five load nonconarrent with any other live loads. N�'� 7) Refer to girder(s) for truss to truss connectiorts. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 774111 uplift at joint 12, 483lb uplift at t 2 PE LO bart )oint 18.STA �i0'r job rU55 I N55 type myA1W 20a Taroma TACAMA-ARTISAN.GR 89 HALFHIPGIRDER 1 1 Job Reference o 'coal SSOaQIBfn TMB, R. P181 FL,9 i en'...t ., w,econes uwuzaws,me vrm mares ,r:rr.xw,ar ID:fzRvGRVJaQ37wfORkOlRzgz7mRW1nGM_XCUmhrSrahWxg7b2oeg7yUtl1Ene6 �B NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249lb down and 292 lb up at 7-0-0,134 lb down and 162 lb up at 9-0-12,134 lb down and 162 lb up at 11-0-12,134 lb down and 162 lb up at 13-0-12,134lb down and 162 lb up at 15-0.12,134 lb down and 162 lb up at 17-0-12. 134 lb down and 162 lb up at 1S-0.12, 134 lb dawn End 162 lb up at 21-0-12.134 lb dawn and 162 lb up at 23-D-12, 134 lb down and 162 lb up at 25-0-12,1341b down and 162 lb up at 27-0-12,134 lb. down and 16216 up at 29-0-12, 13416 down and 162 lb up at 31-0-12,134 lb dawn and 162 lb up at 33-0-12,134 lb down and 162 lb up at 35-0-12,134 lb down and 162 lb up at 37-0-12,134 lb down and 162 lb up at 39-0-12,134 lb down and 162 lb up at 41-0-12, and 134 to down and 162 lb up at 43-0-12, and 135lb down and 162 lb up at 44-0-12 on top chord, and 375 lb dawn and 134 lb up at 7-0-0, 91 lb down at 9-0.12, 91 ib down at 11-0-12, 91 lb down at 13h12, 91 lb down at 15b12, 91 lb down at 17.0-12, 91 lb down at 19-0-12. 91 lb down at 21.0-12, 91 lb down at 23 1,12, 91 lb down at 25-0-02, 91 lb down at 27-0-12, 91 lb down at 29-0.12, 91 lb down at 3143-12, 91 lb dwm at 33-0.12, 91 lb down at 354-12, 91 lb down at 37-0-12, 91 lb down at 39-0-12. 91 lb dox at 41-0-12, and 91 lb down at 43.0-12. and 91 lb dawn at 44-0-12 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (3). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Incteass=125, Plate Increase=11.75 Uniform Loads (pit) Veit 1-3--70, 3-11=70,12-25=20 Concentrated Loads (lb) PE 7 STA �1 I t -O 7' i ^` 40R)D�'� N �j//FSS'ONAJ-h��G\\\� Job mss Iniss lypo Ply Mw20eramnu TACOMA-ARTISANSGR C7 jury I Roof Spatial 1 1 Job Reference tonal SouNem Trvsa, FL PimW, ri, 39951 i 2x6 11 ` 5x6 MT20HS= l� NC 6.06 F,2 Sx5 = Dead Load Defi. =W16 in 3x4= 3x4= 314= 2x4 11 14 13 12 11 10 4x5 _ 3x6 = 314 = 3M = 4x4 = a9 0 1141-0 19-94 ze 6 8 10.9-0 i R.9d Plate Offsets (XY)- I4 0-4-0 0341 (s•03-0 az-81 11041-12 42431 rl4.0-1-12 0-1-12t r15:04-0 0-D-0t 116•0-2-00-0-121 - LOADING(pst) SPACING- 24-0 CSI. DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.96 Vert(LL) -0.31 13-14 >999 240 MM 2441190 TCDL 15.0 Lumber DOL 125 BC 0.92 Vert(CT) -0.6713-14 >509 180 MT20HS 187/143 BOLL 0.0 Rep Stress Ina YES WB 0.73 Horz CT) 0.15 10 We Na BCOL 10.0 Code FBC2017fTP12014 Mabbr-MS Weight1951b FT=20% LUMBER - TOP CHORD 2x4 SP Nora ' GOT CHORD 2x4 SP No2'Exwpt• Bra 2x4 SP M 31 WEBS 2x4 SP No.3'Ezcept' W4: 2x4 SP No.2 BRACING - TOP CHORD Structural woad sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. WEBS 1 Row at midpt 0-10, 3-14, &13, 8-10 REACTIONS. (size) 16=0-8-0 (min. 0-1-8), 10-Mechanical Max Horz16=38(LC 8) Max UpIift16= 390(LC 4). 10=407(LC 4) Max Gravl6=1271(LC 1), 10=1271(LC 1) FORCES. (lb) -Max. CompJMax.Ten. - All forces 250(Ib) orlessexceptwhen shown. TOP CHORD 1-16=572/169, 3.4=12141331, 45=9071252, 5E=11771333, 6-7=10141302, 7-8=1014=2 BOT CHORD 14-15=-31311159, 2-15=901475,13-14=3001916, 12-13�37211167, 11-12=37211167, 10.11-265/793 WEBS 3-14=13251446,3-13=116/531,&11=4301197,8-11=1021624,&10=12881436, 4.17=269165 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=168; CaL II; Exp C; Encl., GCpl=O.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live Iced non Wncurtem with any other live loads. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of lass to bearing plate capable of withstanding 390lb uplift at Joint 16 and 407lb uplift at joint 10. LOAD CASE(S) Standard Or - PE 7 i051 In i �W�:4M '-01 STAI eUr /• Job hiss Iruss Iypa M =Tammy TACOMAARnSANGR C2 July IFfy Han Hip 7 1 Joh Reference Loptionall S�em TN . Ft PWM FL, 34951 4x5 = 3x4 = 3x4= 3x4= Dead Load Dell. = 31161n 2xa II 13 12 11 10 9 4hB = 1x4 II 3x8 = 4x4 v 3.4 = 5x4 = 8312 1240 22-1-0 31-1a8 6372 I "4 ( 9-9-0 I 9-9-4 Plate Offsets MY} WD-0-0D-1-8) f4.03-0 0-2-01 19'0-1-12 0-2-121 LOADING(rs SPACING- 2-0-0 CSI. DEFL In poc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1 M TC 0.83 Vert(LL) 4117 9-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.84 Vert(CT) -0.36 9-10 >999 180 BCLL 0.0 Rep Stress Inc YES WB 0.73 Horz(CT) 0.08 9 nla Na BCDL 10.0 Code M2017frP12014 Mainx-MS Weight1801b FT=2D% LUMBER- BRACING - TOP CHORD 2M SP No.2 ' TOP CHORD BOT CHORD 2M SP No.2'Except` Bra 2x4 SP M31 BOT CHORD WEBS WSP No.3 WEBS SLIDER Left 2x4 SP No.31-64) REACTIONS. (size) 1=MechanIcal,9=Mechanical Max Hoal=309(LC 8) Max Upliftl=334(LC 8), 9- 4 8(LC 5) Max Gmvl=1428(LC 1).9=1428(LC 1) FORCES. Ob) - Max. Comp.IMax. Ten. -All forces 250 0b) or less except when shown. TOP CHORD 1-2=796f84, 2-3=24171572, 3-1=-19691540, 4-5=1684/525, 5E=14751451, 6-7=14751451 BOT CHORD 1-13=7092082,12-13=70S2082,11-12=563/1695,10-11=563H695, 9-10=39411163 WEBS 3-12= 4171307, 4-12�411473, 5-10=507256, 7-10=1331743, 7-9=16141556 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end vedicats. Rigid ceiling directly applied or 6-11-11 oc bracing. 1 Row at midpt 5-12. 7-9 NOTES- 1) Unbalanced mart 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.Ops . h=16ft; Cat II; Exp C; End., GCpi=O.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater panting. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Referto girder(s) for truss to truss connections. ' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 lb uplift at)oihd land 468 lb uplift MOMS. LOAD CASE(S) Standard \ME B F����i / PE 7,051 n x -O t STATE Oqt= j •� -3 —it f' job mss Iruss lype Qty M MTammy TACOMAWMSANJ R C3 1ply HALF HIP t t Job Reference (optional) Sm Trusv, FL Piero% L. MM 48 = 1X411 3X4= 3x10= Grad toad Detl.=3rt61n 3x4= iX411 3X4= 3X4= 3x8= 3X4= 1X411 5x4= LOADING(psf) SPACING- 24)-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 125 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2017rrP12014 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) 9=Mechanical, 2--0-8-0 (min. 0-1-14) Max Hmz2=317(LC 8) Max Up1109=-476(LC 5), 2=397(LC 8) Max Grav9=1453(LC 1). 27-1607(LC 1) CSI. DEFL in (loc) Ildell L/d PLATES GRIP TO 0.88 Vert(LL) 0.13 12-13 >999 240 MT20 2441190 BC 0.66 Vert(CT) -0.28.12-13 >999 180 WB 0.81 Hoa(CT) 0.10 9 n1a nla Matrix -MS Weight 187 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid tailing directly applied or 6-10-11 oc bracing. WEBS 1 Row at midpt 7-9 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=27421674, 3-0=22301633, 4-5=21511697, 5E=21511697. 6-7=21511697 BOT CHORD 2-15=7362383,14-15=73W383,13-14=73612383,12-13=60311927, 11-12=-496I1521 • 10-11=49611521, 9-10=49611521 WEBS 3-13=5311278, 4-13=-691458, 4-12=2011407, 5-12=5311d04, 7-12=2561801• 7-10=0l305, 7.9=19021620 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=5.0psh h=16ft; Cat II; Exp C; Encl.. GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconwment%th any other live loads. 6) Referto girder(s) for truss; to truss connections. 7) Provide mechanical connection (by others) of trUss to bearing plate capable of withstanding 476 lb Uplift atjolm 9 and 397 lb uplift atjolnt 2. LOAD CASE(S) Standard N?GENgF l /i ! PE7 05 ) 1 o x vs Job IFUSS Iruss lype MW208Taoura TACOMA-ARnSA"R CI HALF HIP 1 1 Job Reference (optional Sauthem Trum. FL Plerm, FL, 34951 4.5 = 3x8= 3x4= 1.411 Dead two Deft. = 31161n 3,7 = 3x5 G 415= 1x411 4x4= 4xg= 34It 3.8 = &DO i6-1412 24-7-12 7-1012 1 7.9-0 1 7-io-tz Plate Oftsels MY)- 12:0-2-10.0-1-81 t4:0-2-8 0-241 19:0-2-12 o-t-8t 110.0-2-4o-2-0t 115.0-za 0-0-81 - -- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) gdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) OA7 12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.35 13.19 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.86 Horz(CT) 0.10 9 n1a n1a BCDL 10.0 Code FBC20177rP12014 Matt& -MS Weight 176 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 *Except' T1: 2x4 SP No2 DOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6.13, 5-10, 8-10 REACTIONS. (size) 9--Mechanical, 2=041-0 (min. 0-1-14) Max Horz2=267(LC 8) Max UpIM9=479(LC 5). 2=401(LC 5) Max Grav9=1453(LC 1), 2=1607(LC 1) FORCES. (lb) -Max. CompJMax. Ton. -All forces 250(lb) oriess exceptwhen shown. TOP CHORD 2-3=27431757, 34=24201698, 4-5=21261663, 5-6=19861652, 6-7=19861652, 7-8=19861652, 8-9=13821510 BOT CHORD 2.14=7792401, 13-14=779I2401, 12-13=-8772672, 1142--8772672, 10-11=8772672 WEBS 3-13=337241, 4-13=1021670, 5-13=7311318, 5.12=0291, 5.10=796261, 7-10=-5771332, 8-10=7432261 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=S.Opsf, BCDL=S.Opsf; h=161t; Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentvxth any other live loads. 6) Refer to glyder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 479 lb uplift at Joint 9 and 401 lb uplift at joint 2. LOAD CASE(S) Standard % \ i f PE 7 1 I o s051 rA �j0c�`'4ORVDI %' � N q /ONAL11\�\\\\\ A� Job ruse Iruss lype myAIW 20a Tacaru TACOMAARTISANGR C5 HALFHIPGI9DER t t Jab Reference 'anal Dead Lead DO. =7/16 in 7x10 MT20HS- 3x4= 1x411 4x6= Us 1x411 Us= 4 24 25 6 .,7¢ 27 6 7 28 8 29 30, 9 31 32 10 P:Ppppi -AAMON-mahm 1 US= 18 1733 34 18 35 36 15 4x10 MT20HS= 415 — 318 — 3x4 = 1.1_11_O 47J IA 37 1438 73 39 40 12 41 42 11 1x411 5x14— 3x6 MT20HS II 4x12 MT20HS= 11_9_1 97a7 32.n.a 7-0.0 4-11-9 15.15 15-15 1515 � 531 Plate Offsets (XY)- 12.0-7-11 Edne) 14:G.6-80.1-12t ITG3-0Ed et f8:0-1-120-1-81 11MEdg 0-1-81 112•U-3-40-241 r1s o-2-0o-t-81 H .: 2-40-2-01 r19•o-2-3,LQ LOADMG(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.80 Verf(LL) 0." 15-16 >890 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.7415-16 >528 180 MT20HS 187/143 BCLL 0.0 Rep Stress Intl NO WB 0.87 Horz(CT) 0.19 11 n1a n/a BCDL 10.0 Code FBC2017rrP12014 Mabix-MS Weight 182lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 -Except' T7: 2x4 SP No.2 BOT CHORD 2x4 SPM31 WERS 2x4 SP No.3 `Except WS: 2x4 SP M 31 OTHERS 2x4 SP No.3 REACTIONS. (size) 11=1ulechanical, 2=0-M (min. 0-2-7) Max Hor42=217(LC 8) Max UPIiftl1=1134(LC 5), 2=1036(LC 8) Max Gmv11=3061(LC 1), 2=2949(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-14 cc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied ar4.11-0 cc bracing. WEBS 1 Rau at midpt 10-11, B-12 FORCES. Ob) - Max. CompJMax. Ten. -All forces 250 Ob) or less except when shown. TOP CHORD 24=57092084, 34=5518/2064, 4-24---6709/2538, 24-25=-670917538, 5-25=-67092538, 526--71402672, 26-27=71402672, 6-27=71402672, 6.7=71402672, 7-28=71402672, B-28=714O2672. 8-29--386911435, 29-30=-Mg/1435. 930=3869/1435, 931=-0869/1435, 31-32=3869H435,10.32=386911435, 10-11=2944111il SOT CHORD 2.18=1934I5038, 17-18=187414882, 1733=187414582, 3334=1874/4882, 1634=1874/4882,1635=2538/6709, 35-36=2538/6709, 1536=2538/6709, 1537=23D3/6182,1437=230316182,1438=2303/6182, 1338=230316182, 13.39=-23D3/6182, 3940=230316182,1240=2303/6182 WEBS 3.18=264244, 4-18=931674, 4-16=4M 2280, 5-16=10461599, 5-15=1881554, 6-15=597/466, 8-15=44911167, 8-13=01421, 8-12--2818/1057, 9.12=761/513, 10-12=-1727/4655 NOTES- 1) Unbalanced roof Ihre 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; CaL 11; Exp C; Encl., GCpt=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 nonconcune rtwith any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1134111 uplift at Joint 11 and 1036111 uplift at joint 2. Continued on page 2 y� ( PE 10 I- -14OR)D : ? job Nay Iniss Iypo MW 208 Temna TACOMA-ARTISAN-GR C5 WUJ: HIP GIRDER 1 1 Job Reference o tional SouNem Truss, K Pi , FL, 34951 wIDaRGsRwVJna0a37iwein ORkaORtswc,aw1viiean uwuwwa, me nm coww,i:ara4�5 NOTES 8) Hanger(s) or other connection device(s) shall be provided Sufficient to support concentrated laad(s) 249Ib davn and 2921b up at 7-0-0,134 Ib dawn and 1621b up at 9-0-12. 134 lb down and 162 lb up at 11-0-12,134lb down and 162 lb up at 13.0-12,1341b down and 162111 up at 15.0-12, 134 lb down and 162 to up at 17-Q12, 134lb down and 1621h up at 19-0-12,134 to down and 162111 up at 21-0-14134lb down and 162 lb up at 23-0-12, 134 lb down and 162 lb up at 25-0-12,134 lb down and 162 lb up at 27-G-12, and 134 to down and 162 lb up at 290-12. and 134 lb down and 162 to up at 31-0-12 on top chord, and 375 lb down and 134 lb up at 7-0-0, 91111 dam at 9b12, 91 lb dowm at 11-0-12, 91 Ib down at 13-0.12, 91 lb davn at 150-12, 91 lb down at 17-0-12, 91 to down at 19-0-12. 91111 dawn at 21-0-12. 91 lb down at 23-0-12, 91 It, down at 25�12, 91 lb down at 27-0-12. and 91111 down at 29-0-12, and 91 lb do v at 31-0-12 on bottom chard. The deslgnfselection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD 1) Dead Loads 4-10=70,11-21=20 Plate Increase=1.25 29=134(B) 30=134(B) (� PE 7 �1 f t '►i /+P STA 7� ` iOT\ F<ORI'D 70-NALtEG\\�� job Nss iruss lype M208Taoxre w TACOMA-ARM" ce R SPedal Guder ILIty JPIY 1 1 .lob Reference (optional) so,nnem Truss, FL Pbrce. FL, U951 6.00 f2 6X7 = 3x411 Dead Load Deft=114 in 3x6MT20HSIl 6i9= 2X611 am wo- 6X6= NOP2XSTP= NOP2X STP= SXa MT2(H8= 12-0 1 6-0-0 84-0 124-0-0 -" 18V 4.2-0 I 4-2-0 ( Plate Offsets IX Y)- r1:Edim 0-1-81 r3:0-54 0-2-8)f4Al 54 0-2-81. I6:Edae 0-3-01 r10:034.03-01 LOADING(psi) SPACING- 24)-0 est. DEFL in (loc) OdeO Ud PLATES GRIP TCLL 20.0 Plate Grip_DOL 1.25 TC 0.91 Ved(LL) 0.38 6-7 >574 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) .0.39 6.7 >554 180 MT20H5 187/143 BOLL 0.0 Rep Stress Ina NO WB 0.94 Hom(CT) 0.05 6 n1a Na BCDL 10.0 Code FBC2017frPI2014 Matrix -MS Weight 128 lb FT=20e/ LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2X4 SP M 31 WEBS 2x4 SP No.3'Except• BOTCHORD W2,W5: 2x4 SP No.2 WEBS OTHERS 2x4 SP No.3 REACTIONS. (size) 11=06-0 (min.0-26), 6=0-8-0 (min.0-23) Max Horz11=143(LC 8) Max Upliftl l=1871(LC 8), 6=2051(LC 5) Max Gmv11=2864(LC 32), 6=3030(LC 32) FORCES. (lb)- Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=263711759, 1-2=242511592, 2-3=242511592, 3.4=241811555 BOT CHORD 10-13=232013395, 9-13=232013395, 8-9=230113363, 8-14=230113363, 7-14=230113363, 7-15=15042201, 15-16=15042201, 6-16=15042201 WEBS 1-10=227813471, 2-10=-322f302, 3-10=13661834, 3.9=5321973, 3.7=180311205, 4-7=19982995, 46=31402149 Structural wood sheathing directly applied or 36-11 cepudlns, except and verticals. Rigid calling directly applied or 4-9-10 no bracing. 1 Row at midpt 1-11,1-10, 3-7, 4-7 2 Rows at 1/3 pis 4.6 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.Opst h=161t; Cat. II; Exp C; Part. End., GCpi=0.55; 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 chard live load noncenatrrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1871 lb uplift at joint 11 and 2051 lb uplift at joint 6. 7) Hanger(s) crother connection device(s) shall be provided sufficient to support concentrated load(s) 547lb down and 397 lb up at 2-4-12, 616lb down and 376lb up at 44-12, 516lb down and 376lb up at 6.4-12, 516 lb down and 331 Ito up at 8-4-12, 535 lb down and 379 to up at 10-4-12. 570 lb down and 436lb up at 124-12, and 570 lb dawn and 436 lb up at 14-4-12, and 570 lb down and 436lb up at 164-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bark (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Leads (ptf) Vert: 1-3-70, 34=70, "- 70, 6-11=20 Concentrated Loads (Ib) Vert:10=516(B) 9=516(121) 7=516(121)12-500(B)13=516(B)14=525(B)15=516(11)16=516(B) I<\ \CENgF�`! PE 7 051 �7 r I 0 TAT /' job cuss Inuss Iype MW20a Tammy TAMMA-ARTISANGR C12 I JACK -OPEN GIRDER 7 7 Joh Reference o Donal SadMm Truss, FL Plain, FL, 34951 win:aeausu n[ularmm:arauasxier 4namuax inausmes,uc way maresir:rrav a�a re a, ID:bRvGRVJa037 DRkOlRzgz7miOJIU-).EbEr=- .Y F72KnWuhROdt7G y3 -2315 3-2-2 2-9-15 3-2-2 LOADING(psf) SPACING- 2-0-0 CSf. DEFL In floc) Vde6 Lld PLATES GRIP• TCLL 20.0 Plate Grip DOL 125 TC 0.75 Ved(LL) -0.04 4-11 >932 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) 0.04 4-11 >947 180 BCLL 0.0 Rep Stress Inv NO WB 0.00 Hoa(CT) 0.00 2 Na Na BCDL 10.0 Code FBC2017fFP12014 Matrbr-MP Weight 1916 FT=200A LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1041-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechaniml, 2=0-10-15 (min. 0-1-6), 4=Mechanical Max Horz2=164(LC 20) Max Uplift3=69(LC 17), 2=297(LC 4), 4=109(LC 17) Max Gmv3=82(LC 22), 2=337(LC 31), 4=109(LC 20) FORCES. (lb) -Max. CompWax.Ten. -All forces 250(Ib) orlessexcept when shown. NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=5.Opst,, BCDL=5.Opst h=161t; Cat II; Exp C; Part. End., GCpi=0.55; 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 ANSUTPI 1. 3) Gable studs spaced at 24-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencumant 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 69111 uplift at joint 3, 297 Ib uplift at joint 2 and 109 lb uplift at joint 4. 7) Hanger(s) or other cmnerdion device(s) shall be provided suf6dent to support concentrated load(s)130111 down and 138 Ib up at 1.6-1, and 13016 down and 138 lb up at 1-6-1 on top chord, and 40111 down and 96111 up at 14.1, and 40 Ib down and 96 lb up at 1.6.1 on bottom chord. The designlseledion of such connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the buss 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 Unflarn Loads (pif) Vert 1.3=70, 4.9=20 Concentrated Loads Qb) Vert 12=115(F=57, 13=57)13=107(F=53, B=53) PE 7 0�51 r / ._ 1 ��o :A, O3- job Iruss Imss Iype QrY ply M V208Temma TACOMA-ARTISAN-GR W3 DIAGONAL HIP GIRDER 2 1 Joh Reference al Sauerem Truss, FL Phnb, FL., 3k951 Iaah: avu a A' xi [� [ura rnrR a.�.., a,m n V m,u,rivum,®, u,c wea mar a i i:, i+ao M. M. IDizRvCRVJa037wtORk0l RzgYlmRu-FJIU91aEhEhjmcCE_cx7wF7ZKnYl✓ZMGC y3 -2-9-15 4-1-7 2-9-15 4-1-7 3 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. In (too) Ilde0 Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.04 4 >745 240 TCDL 15.0 Lumber DOL 1.25 SC 0.37 Vert(CT) -0.06 4 >447 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Hoa(CT) 0.00 2 Na Na BCDL 10.0 Code FBC20171TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (sire) 3--Mechanical, 2=0-10-15 (min. 0-1-8), 5=0-11.5 (min. 0-1-8) Max Horz2=147(LC 4) Max UpIOC3=64(LC 8), 2=-385(LC 4), 5=63(LC 16) Max Gmv3=100(LC 1), 2=454(LC 1), 5=271(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) a less except when shmvn. PLATES GRIP MT20 2441190 Weight 22 to Pf = 20% BRACING - TOP CHORD Structural wood sheathing directly applied a 4-1-7 oc Purling. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vu)1=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsh, BCDL=S.Opsf; h=16ft; CaL II; Exp C; End., 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 towind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified bul1ding designeras per ANSIRPI 1. 3) Gable studs spaced at 2-0-0 Do. 4) This buss has been designed for a 10.0 pat bottom chord live load nonconcummt with any other five loads. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3, 385 to uplift at joint 2 and 63 lb upriift at joint 5. 7) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s)179 Ib down and 150 lb up at 1.6-1, and 100 t h down and 138 lb up at 1-61 on top chord, and 31 lb down and 73 to up at 1-6-1 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 Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pm Vert: 13=70,4-10=20 Concentrated Loads (Ib) Vert: 13=121(F=179, B=67)14=43(F) r PE 7 051 I 1 Truss truss type MW2WTarama JJob TACOMA-ARNSANGR CJS OWGONAL HP GIRDER 4 t Job Reference o dxulal soutliem Truss, FL Plerm,FL, 3Cn51 Run:eZioa Oq 21201aPr0a: as W212wha .hex arc wm marzuirn r:ar zure ra i ID:rzR,GRVJa037wFORkOIRzgz?MRuJWJsu3esMXpa15m0 gr Bw U...pt �2 -2-9-15 6-11-6 ' 2-9-15 ~ 6-11-6 ' 0 Plate Offsets (XYH 15:0-23 0-0-81 LOADING(psf) SPACING- 2-0-0 CSL DEFL, In Ooc) Udelf L(d PLATES GRIP' TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.19 4.11 >442 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.22 Vert(CT) -022 441 >380 180 BCLL 0.0 Rep Stress lncr NO WB 0.00 Horc(CT) 0.01 2 We n1a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight 31 lb FT=20% LUMBER - TOP CHORD 20 SP M 31 BOT CHORD 2x4 SP M 31 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechaniml, 2=0-10-15 (min. 0-1-8), 4=Mechanical Max Horz2--249(LC 4) Max UpliO3=-177(LC 8), 2=302(LC 4) Max Gmv3=206(LC 31), 2=496(LC 31), 4=123(LC 27) FORCES. Ob) - Max. CcmpJMax. Ten. - Ali forces 250 Ob) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 co bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCOL=5.Opst BCDL=5.Opsh h=16ff; Cat 11; Exp C; Part Encl., GCp1=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 nonconcument with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177lb uplift at joint 3 and 302lb uplift at joint 2. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)130 lb down and 138lb up at 1-6-1, 130lb down and 138 lb up at 1.6-1, and 108 lb dawn and 1D4lb up at 44-0, and 108 to down and 104 lb up at 4-4-0 on top chord, and 40 lb dmo and 96lb up at 1-6-1. 40 lb down and 96 lb up at 1-6-1, and 36 lb dawn and alb up at 4.4-0, and 36 lb dawn and 3 lb up at 4-4-0 on bottom chord. The designlseleWon of such connection device(s) Is the responsibility of others. 6) In the LOAD CASE(S) section, leads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (pit) Vert 13=70, 49=20 Concentrated Loads Ob) Vert: 12=115(F=S7, B=57)14-107(F=53, B=53) GE (� PE 7' 0�51 a- �i �'O L STA 7• Job Imes iruss two Cry Pw M MTeraw TACOMAARTMAN-GR We JACK -OPEN GIRDER 1 1 Job Reference o tional SoatAem Truss, FL Pierre, FL, 34951 2x4 II 4 5 -13 LOAOING(psf) LL TC20.0 TCOL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2017/rP12014 CSL TC 0.75 BC 0.57 WB 0.16 Matu-MP DEFL- in Vert(LL) -0.06 Vert(CT) 0.06 Horz(CT) 0.01 (loc) Udefl Ud B-15 >999 240 6-15 >999 180 7 We n1a PLATES GRIP MT20 2441190 Weight 44 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 • TOP CHORD Structural wood sheathing directly applied or 641-0 Co puriins, except SOT CHORD 2x4 SP No.2 and verticals. WEBS 2x4 SP No.3 - BOT CHORD Rigid ceiling directly applied or 10-" cc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 2-D-10.15 (min. 0-1-8), 7=0-3-8 (min. 0-1-8) Max Hom2=268(LC 4) Max UpIi82- 311(LC 4), 7=250(LC 8) Max GwZ--533(LC 31), 7=520(LC 31) FORCES. Ob) - Max. CompJMax. Ten. - Ali forces 250 (lb) cr less exceptwhen shown. TOP CHORD 2-16=-638M7, 3-16=5W1140 BOT CHORD 2-18=231FiM.8.18=2311523. 8-19�2311523, 7-19=2311523 WEBS 3-7=-571f253 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Ops1•, BCDL=S.Opst h=16ft; Cat 11; Exp C; Part End., GCpl=O.55; MW -RS (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) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 311 lb uplift atjolnl 2 and 250 lb uplift at joint 7. 4) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s)130lb down and 1381b up at 146-1, 130lb down and 138 lb up at 1-6-1, 108lb down and 104Is up at 44-0. 108 Ito doom and 104 lb up at 44-0. and 107 lb down and 1251b up at 74-15, and 107 lb doom and 125lb up at 7-1-16 on top chord, and 40 lb down and 96 lb up at 1-&1. 40 lb down and 96 lb up at 1-6-1, 36lb down and 3lb up at 4-4-0, 36 lb dawn and 3lb up at 44-0, and 51 lb down at 7-1-15, and 51 lb down at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bark (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (pit) Vert 14=70, 4.5=30, 6-13=20 Concentrated Loads (lb) Vert 16=115(F=57, 5=57)17=142(F--71, 8=71)18=107(F=53, B=53)19=-70(F=-05, B=-35) PE7 O7�j51 I I 60 Job NSa Iruss lype M208Tacoma W TACOMMARTISAN-OR ORJACK-OPEN GIRDER 2 1 Job Reference LoLbonaft Soelflam Tula, FL Pierre, FL, 3i951 LOADING(psf) SPACING- 2-0-0 CSL DEFL in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.75 Vert(LL) -0.10 7-14 >999 240 MT20 244/190 TCDL 15.0 I Lumber DOL 1.25 BC 0.73 I Vert(CT) 0.09 I 7-14 >999 160 I BCLL 0.0 Rep Stress I= NO WB 0.37 Hoa(CT) 0.01 6 Na n1a BCOL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 49 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 • TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No2 SOT CHORD Rigid ceiling directly applied or 9-10.4 oe bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanlml,2=0-10.15 (min. 0-1-8),6=1wiechanical Max Horz2=247(LC 4) Max Upll t4=117(LC 4). 2- 354(LC 4). 6=119(LC 8) Max Gmv4=167(LC 1), 2=61O(LC 31), 6=355(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 260 (Ib) or less except when shown. TOP CHORD 2-15=-828244,15-16=7841268, 3-16=727)241 BOT CHORD 2-18=,UW19,18-19=3481719, 7-19=3481719, 7-20= 348R79, 6-20=348/719 WEBS 3-7=0f269, 3E=776575 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opst BCDL=5.OpsF h=161% Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconc ment with any other live loads. 3) Referto girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 117 Ib uplift at joint 4, 3541b uplift at joint 2 and 119111 uplift at joint 6. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ioad(s)100111 down and 138 lb up at 1-6-1, 100 Ib down and 1381b up at I -&I, 781b down and 741b up at 4 4 781b down and 741b up at 4 -0, and 9O lb dawn and lO3Ib up at 7-1-15, and 901b down and 103 lb up at 7-145 on by chord, antl 401b down and g61b up at 1-6-1, 401b down and 961b up al 1-6-1. 36 III down and 3 to up at 4 4 . 36lb down and 3111 up at 4 4 , and 47 Ib down at 7-1-15, and 47111 down at 7-1-15 on bottom chord. The design/selection of such ConneWon device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber increase=1.25, Plate Inwase=1.25 Uniform Loads (p8) Vert: 1-4 -70, 572=20 Concentrated Loads (lb) Vert• 15=115(F=57, B=57)17=75(F=-38, B=JO)18=107(F=53,13=53) 20=-54(F=27, B=27) PE7, Yi M f* -O 1 SOTA ii .o •��ORIDi� ��� ij,/FSS/0N�rI\ Job Iruss lype MW20a Tammy TACOMA-ARTISANGR Irfuss, CJrr DIAGONAL HIP GIRDER 1 1 Job Reference o ' neI Sm&ern Truss, HL Pleno, L, 34951 re e 212a1 Ca eOtl 21 1e Le ek lndustrlm,lnc. Wep 201 :17:51 MIS Pagel IDdYlm 2RvGRVJaO37wfORkO1 RzgRu-dMjRhMOmK7Wi4BnAZAd[gNLoHx07_9n911u57Z q -2A15 3-7-12 e-7-15 3&5 2-9-15 I 37-12 I- 3-03 I &16 a 2-69 36BbT.12 P7-15 695 _ r 2-9-8 �Pga PrlCn 3a3 I 31fi Plate Offsets KYt— 12:0-0-0.0-1-81 12:0-0-0 0-1-8t r3.b-&1a D-0-01 r3:1-5-7 0-1-8t 14:0.2-8 0-2-0t 110:G-2-3 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (hoc) Udell Lfd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.86 Ved(LL) -020 9 >577 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.24 Vert(CT) -0.28 9 >408 180 BCLL 0.0 Rep Stress Ina NO WB 0.21 Hora(CT) 0.09 7 Na Na BCDL 10.0 Code FBC20177rPi2014 Matrix -MS Weight 55lb FT=20-A LUMBER - TOP CHORD 2x4SPNo.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.36-1-13 REACTIONS. (size) 5=Mechanical, 2=0-10-15 (min. 0-1-8), 7=Mechanical Max Hoa2=247(LC 4) Max Upli85=56(LC 20), 2=370(LC 4), 7=187(LC 8) Max GmvS=77(LC 17), 2=651(LC 31), 7=407(LC 31) FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-17>9811339, 3-22=14801424, 4-22>13981434 BOT CHORD 3.24=4011776, 8-24=-M81770, 8-26=.39W62, 7-25=J98f762 WEBS 4-7=851944 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11.3 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oG bracing. NOTES- 1) Wind: ASCE 7-10; Vu1r160mph (3-second gust) Vasd=124mph; TCDL=S.OpsF BCDL=5.0psg h=16ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss Is not designed to support a ceiling and Is not Intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load noncancurrent 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 56 lb uplift at joint 5, 370 m uplift at joint 2 and 187 Ib uplift at joint 7. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)100 lb down and 138 Ib up at 1-6-1. 100111 down and 138 lb up at 1.6-1, 107 lb doom and 25Ib up at 4-4-0, 107lb down and 25Ib up at 4 4 . and 81 lb down and 79lb up at 7-1-15, and 81111 down and 79 Ib up at 7-1-15 on top chord, and 40 lb down and 96lb up at 1-6-1, 40lb down and 96 lb up at 1-&1, 33 Ib down and 23 lb up at 4 4 .33 lb down and 23 lb up at 44-0, and 55 lb down and 40111 up at 7-1-15, and 55lb down and 40111, up at 7-1.15 on bosom chord. The designlselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (plf) Vert: 149=70, 9-16=20, 3.8=20 Concentrated LoadsQb) �\li Vert 19=115(F=57, B-57) 20=107(F-53, B=53) 23=37(F=18, B=18) 24=22(F=11, B=11) 25=95(F=-47, B=47) �N \GEN&F��� PE7 051 I +^ It 'A" ( * NSTAT //���/\j/s��NAL1�i�G�\\\\ 2 Job InIss InIss Iypo uly ely MWMTa TACOMAAMS GR D7 COMMON 14 1 Joh Reference (2liflonall SouNemT�a, R PN�m, FL, 34951 3x4 = 4x4 = &3E i6-0-8 244-0 Dead Load Den. =118In 1411 ib Plate OBsets (X Y) - 12'004 Ednel 16:O " • Edce) 111.0-2-30-0-81 r13.0-2-3 0481 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Well Ld PLATES GRIP TCLL 20.0 Plate Gdp DOL 125 TC 0.50 Ved(LL) -0.11 1D-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.72 Vert(CT) -02510-17 >999 180 BCLL 0.0 Rep Stress Inv YES WB 0.24 Horz(CT) 0.05 6 n/a We BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight 121 lb FT=20PA LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2z4 SP N0.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min.6-1-6), 6=0-8-0 (min.0-1-8) Max Horz2=142(LC 7) Max Upli62-�59(LC 8), 6=-359(LC 9) Max Grav2=1240(LC 1), 6=1240(LC 1) FORCES. (Ib)-Max. CompJMax. Ten. -All forces 250(I1b) v less except when shown. TOP CHORD 2J=18921499, 34=16701494, 4-5=167O/494, &6=18921499 BOT CHORD 2-10=-04411624, 9.10=16811074, 8-9=16811074, 6-6=-313H624 WEBS 4.8=2141623, 5-8=4231303, 4-10=214/623, 3-10= 423/302 BRACING - TOP CHORD Structural mod sheathing directly applied or 3-9-14 oc pudins. SOT CHORD Rigid ceiling direc0y applied v &9-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf, BCDL=S.Ope,, h=1Sft, CaL II; Exp C; End., GCpi-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 Pat bottom chord live load noncancu ent with any other live loads 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 359 lb uplift atjoint 2 and 359lb uplift alJoint 6. LOAD CASE(S) Standard i 1 PE7 0�51 � i� 1* -O t STA � 7 Job JrUw I NSi Type NWTea Taoxra TACOMA-AFMSANGR D2 COMMON 1 1 Job Reference LoLflonall Sou Truss, FL M=o. FL. 3,t951 .M Dead Load Deft =3116 in 3x4 = 3,4 = &A= a3x4= ' to83-e 16-M 2A-0-0 I 7-M Plata Onsets (XYH [2:0-" Edgel [4.0-2-8 0-2.121 [5.04-00--0]I6:0-2-8 0-2-121 [8.0-0-4 Edael [13: 2-0 0-0.81 .0-2-3 0481 LOADING(psf) SPACING- 24)-0 CSI. DEFL In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ved(LL) .0.12 12-19 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.26 BC 0.73 Vert(C) -0.2912-19 >999 180 t BOLL 0.0 Rep Stress Ina YES WB 0.22 Horz(CT) 0.05 8 n/a Na BCDL 10.0 Code FBC2017RPI2014 Matrix -MS Wetght:119lb 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) 2=D-8-0 (min. 0-1-8), 6=0-0-9 (min. 0-1.8) Max Horz2=131(LC 6) Max Upii82=-050(LC 8), 8=350(LC 9) Max Gmv2=1240(LC 1), 8=1240(LC 1) BRACING - TOP CHORD Structural woad sheathing directly applied or 2-2-0 co pudins. BOT CHORD Rigid ceiling directly applied or 9-1.6 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. -Al forces 250 Qb) or less except when shown. TOP CHORD 2-3=1872/470, 34=16561464.8-7=1657/464, 7-8=18721470, 4-5=1410/456, 5-6=1410/456 BOT CHORD 2-12=A0511601, 11-12=15011081, 10-11=150/1081, 8-10=285/1601 WEBS 5-10=191/587, 7-10=366/272, 5-12=191/587.3-12=-3661271 NOTES- 1) Unbalanced roof live loads ha4e been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3second gust) Vasd=124mph; TCDL=S.Opsh BCDL=5.Opsf, h=16f0 Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevemwater ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconc ment with any other live loads 6) Pmvide mechanical connection (by others) of truss to bearing plate Capable of withstanding 350 lb uplift at joint 2 and 350 lb uplift at joint 8. LOAD CASE(S) Standard \��i �•�GENgF����/i_ � FIE 7 0�51 `7 = 1 - O 1 STA Job m55 I mss I ype MwJ 20a Tammy TACOMMARTSANd+R D3 COMMON GIRDER t 3 Joh Reference o onal Scu9:em ... R PNma. FL. 3/9 1 NOP2X STP= a. 1x4 II 419 = 6.00 12 46 II 3x4 4 11 20 21 10 22 8 23 2x8 11 6x8 MT20HS= 8x8 = 24 4x5 J 5 25 8 26 27 28 3.7 II NOF 6dA 12-2-0 17-11-12 24-0-0 5112 1 5-9-t2 6-0-0 Dead Load Deft =1N In SAO MT20HS,1 Plate Offsets (XY)- 12:0-0-12 041-57 f3'0-1-8 0.1-6j IS'0.1-8 0.1-121 f6'0-0-15 0-3-01 18'0412 0.1-81 19:0-2-004-121 I11'0.40 0.1-07 112'0-23.0-0.81 114:0-2-3 0-687 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(1) 0.23 9-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.43 9-11 >674 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina NO WB 0.91 Hom(CT) 0.12 6 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 438111, FT = 20% LUMBER - TOP CHORD 2x4 SP M 31 SOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3'Excepr W3: 2x4 SP No2 OTHERS 2x4 SP No.3 WEDGE Right 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min.0-2-0), 6=041-0 (min.0.3.8) Max Horz2-142(LC 6) Max Upl102=2572(1-C 8), 6=3668(LC 9) Max Gmv2=8187(LC 1). 6=12638(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-1 DO pudins. SOT CHORD Rigid ceiling directly applied or 1G-0-0 oc bracing. FORCES. Qb) - Max CompJMax. Ten. -An forces 250 (111) or less except when shown. TOP CHORD 23=17985/5627, 3-4=14033I4283, 4-5--1407014290, 5-6=219021(5292 BOT CHORD 2-llm--V 116000,11-20=5022/16000, 20.21=5022I16000, 10.21=5022116000, 10-22=5022/16000,9-22=-5022/16000,9-23=-5513119594,23-24=5513I19594, 24-25=5513/19594,8-25=5513/19594,8.26=-5513119594,26-27=5513119594, 27-28=-5513/19594, 6-28=5513119594 WEBS 4-9=3642112089, 5-9--807412260, 5-8=168216754. 3-9=-399211552, 3-11 =1 118/3289 NOTES- 1) 3-ply buss to be connected together with 10d (0.1317c3') nails as follows: Top chords connected as follows: 2x4 -1 row at D-7-0 oc. Bottom chords connected as follows: 2x6 - 3 mws staggered at 0-" CO. Webs connected as follows: 2x4 -1 row at G-9-0 m 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (3) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise Indicated. 3) Unbalanced mof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsh BCDL=5.Opsf, h=16ft; Cat II; Exp C; End., GCpI=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord Ilve bad nonconcurrenl with any other rwe loads. 7) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 2572lb uplift at joint 2 and 3668lb uplift atjoint 6. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2090lb down and 794 lb up at 7-0-12, 2003 lb down and 691111 up at 9-0-12, 2003111 down and 689 lb up at 11.0-12, 2000 lb down and 629lb up at 13-0-12,1999lb down and\\\\ 519 Ib up at 15-0.12, 2009 Ito down and 517lb up at 17-0-12,199916 down and 541111 up at 19-0.12, and 2085Ib down and 594 lb up 21-0.12, and 215E to down and 638 lb up at 23-0-12 an bottom chord. The design/selecfion of such connection devica(s) is the / \\ \� —� responslbilityofothers. ��� \CEN3/i LOAD CASE(S) Standard PE 7 051 Continued on page 2 I STAT / e O m56 Imes type Mw20BTamma TACOMA-ARTISANLGR W COMMON GUIDER 1 3 Job Reference(opfionall SmOhmn Tr=, FL Pie FL, 34951 1u 8230s Wed Mar2017:17:M2019 2 ID.izRvGRVJaQ37wfORkOlRzgz?mRu-0sEWMSkFjjhmN9pnS17tF)tSuDO72dJnbT7zhTah LOAD CASE(S) Standard 1) Dead + Roof Live (balanwc9: Lumber Increase=125, Plate Increase=125 Uniform Leads (plf) Vert 1-0=70, 4-7=70, 2-6=20 Concentrated Leads Qb) Vert 20=2090(F) 21-2003(F) 22=2003(F) 23=2000(F) 24=1999(F) 25=2009(F) 26=1999(17) 27=2085(F) 28=2158(F) J PE 7— 051 I I STA 7 Xr w7�40 Z�- Job 1russ iruss lype Uty r4 MTampa TACOMA-ARTISANGR D4 jF1Y HIP 1 t Job Reference o tlonal SoMvn Trhw, rt rims, Fes, 3asst - ID:bRvGRVJaO37wfORkOlFagi7mRil-U20uZoIQU7gR7JOy07e6n875gF;q MN Rlinj iw -2-0-0 48-0 9-0-0 15-0-0 19F12 24-0-0 T- 2-0-0 49-0 42-12 6-0-0 42-12 49d 2-0-0 3x5 G U4 = 47 = gGG 24-" 154-0 9-0-0 I se-0 ( a." Dead Load Defl. = 3M6 in ' ra 9 Plate Offsets 1X,Y)- 12:0-210 0-1.8] [4:D-2-40-241 [5.0-54 0-2d1 17'0-2-10 0-1.81 112'04-30-0-81 114:0-2-3 ObBI LOADING(psf) SPACING- 2-0-0 CSL DEFL in poc) VdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.74 Veri(LL) -0.16 S-21 1999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.77 Vert(CI) -0.34 9-21 >854 180 BCLL 0A Rep Stress Ina YES WB 0.18 Horb(CT) 0.06 7 n/a Na BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight 126 lb FT=20% LUMBER - TOP CHORD 2r4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 - OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (ndn.0.1-8), 7=0-8-0 (min. 0-1.8) Max H=2=111(LC 6) Max Uplifl2=332(LC 8), 7=-032(LC 9) Max Gmv2=1240(LC 1), 7-1240(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 341-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-0-8 cc bracing. FORCES. (lb) - Max. CompJMax. Ten. - A8 forme 250 Qb) or less except when shown. TOP CHORD 2-3=19251478, 34=1601/354,45=13791361, 56=1600/355, 6-7=1925/479 BOT CHORD 2-11=-413116a5, 10-11=145/1379, 9-10=14511379, 7-9=311/l685 WEBS 3.11=-357244, 4-11=22r398, 5-9=-39/398, 6-9=-357/244 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=16it; CaL 11; Exp C; End., GCpi=D.18; MWFRS (envelope); Lumber OOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconctment with any other live loads. 6) Provide mechanical connection (by others) of truss to heating plate capable of withstanding 332 lb uplift at Joint 2 and 332 lb uplift at joint 7. LOAD CASE(S) Standard PE 7 051 O 1 STA Job Tngg; mae type ply M 201Taaonu TACOMA-ARrISANGR DS 1 HIP Fly I Job Reference CoLhonall South= Try . FL Piftw, FL. 34951 ' 1x4= dYa= 1V6 II ... 7-0-0 12-2-0 17d0 7-0-0 I 5.2-0 I 1's2-0 ~ Dead Load Dell. =118 in Plate OVsets(X-Y)— 13:0-5-40-2-01 15:0-5-00.2-01 112:0-230-MI 114:G-2-30-"I 116:0-2-50-") 118.0.7M,&"1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (toe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.94 Vert(LL) 0.11 11-21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -02011-21 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.18 Horz(CT) 0.06 6 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight 126 lb FT=20% LUMBER - TOP CHORD 2x4 SP No2'Except' T3: 2x4 SP No.3 BOT CHORD 2x4 SP No2 - WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-e-0 (min. 0-1-8), 6=048-0 (min. 0-1-0) Max Hom2=91(LC 6) Max Uplifl2=310(LC 8), 6=310(LC 9) Max Gmv2=1240(1.0 1), 6=1240(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudina. BOT CHORD Rigid ceiling directly applied or 9-11-9 oe tracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or lesss except when shown. TOP CHORD 23=1947/432, 34=18721513. 4-5=18721513, 5.6>1847/432 BOT CHORD 2-11=-331/1558,10-11=-32911565, 9-16-329/1565, 8-9=274/1565, 6-8=27611558 WEBS 3-11=0284, 3-9=223/473, 49=3861232, 59=223/473, 5-8=0/284 NOTES- 1) Unbalanced rod live loads have been considered for this design 2) Wmd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Dpsf; BCDL=S.Opst h=16ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) ProNde 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 noncencunent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 3101b uplift at joint 2 and 310lb uplift at Joint 6. LOAD CASE(S) Standard / PE 7,05�1 � ( I ST \ //////;ssOi 1INA t 1 ``G\\\\ Job Iruss iruss IYPB ""Tacoma TACCMA-ARTISANGR D6 ROOFSPECIALGIRDIR 1 1 Job Reference o 'onal SOOPem Tma. FL Plana. FL.9xa51 - - 7 ' ID:fzRvGRVJa037wfORkOlRzg0rnRu-RRve_Um77W9EtlXLeOgasZ4VTOCPgku195CL4 fu -2-0-0 50-0 &2-15 12-1-15 A,1-0 LN 244-0 264-0 2-0-0 54}O 42-15 2-11-0 2-11-0 430 5-0-0 Dead toad Dell. =1141n WO MT20HS= 4xa= yr= 5zs= 4xe = 6.00 12 3 fi 25 26 n NOP2X STP= N OP2XS — `17 1x4 11 2 a 1x4 it I% 3` 1 14 27 13 72 11 28 to IM 11 4x5— 4xl2= 1z411 3x6= 3W= 4z12 = 5-0-0 52-15 15-1-0 19-0-0 244-0 42.15 1 AN 43-0 5-0-0 Plate Offsets KY, - [2:05-8,Edge]. [3:0.5-12,0.2-0), [4:0-2-0,03-01, [6:0-2-0,0.3-01, V:0.5-12,0-2-03, [8:0-5-8,Edge1, [I1:0-6-0,0-1-ul, [13:0.2-8,0-1-8j, [15:0-2-3,0-M], [17:0-2-3 0-0-81 LOADING(psf) SPACING- 2-M CSI. DEFL. in (Ioc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.50 Vert(LL) 0.27 13-14 >999 240 MT20 2441190 TCDL 15.0 LumberDOL 125 BC 0.76 Vert(CT) -0.4810-11 5609 160 MT20HS 1871143 BCLL 0.0 Rep Stress Ina NO WB 0.63 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight•129 It, FT=20°% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 `Excepr TOP CHORD Shummal wood sheathing directly applied or 23-15 oc pudins. T2,T4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-7-13 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3'ExcepN W3: 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-11), 8=0484 (min. 0-1-11) Max H=2=100(LC 23) Max UpIM--806(LC 8), 8=807(LC 9) Max Gmv2=2071(LC 1).8=2071(LC 1) FORCES. Qb) - Max. Comp./Mac Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=3833/1492, 3.25= 4592/1738, 4-25--0592/1738, 4-5=5314/2053, 55=5315/2053, 6-26=459211739, 7-26=-4592/1739, 7.8=3833/1493 BOT CHORD 2-14-130g/3354,14.27=1303/3378,13-27=1303/3378,12-13=1043/3043, 11-12=1043/3043,11-28=121613379,10.28-1216/3379, 8-10=1213r3354 WEBS 3-14=51/466, 3-13=44611430, 4-13=2627110a7, 5-13=1121/2792, 541=112112793. 6-11=2627i11087, 7-11=446n430. 7-16=511467 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIY-160mph (3-second gust) Vasil=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=1611; CaL II; Exp C; End., GCpi=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) 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 beating plate capable of withstanding 806 It, uplift atjoint 2 and 807 lb uplift atjoint B. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Iced(s) 268Ib down and 296 lb up at 5-". 1751b down and 143 lb up at 7-24, and 175 lb down and 143 lb up at 17-1-12, and 268Ib dovm and 286 lb up at 194-0 on top chord, and 171 lb down at 5-M. 506lb down and 185lb up at 7-24. and 606 lb down and 185 lb up at 17-1-12, and 171 lb down at 19-34 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (3). LOAD CASE(S) Standard 1) Dead + Roof Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 13=70, 34=70, 4-6=70, 6-6=70, 6-7=70, 7-9=70, 19.22=20 Concentrated Loads Qb) Vert 3=135(B) 7=136(B)14=55(B)10=55(a) 25=135(B) 26=135(a) 27=s06(B) 26=596(B) PE 7 \} I - I N 1 3fA /'� Job injes Iruss type QW ply MW208Ta TACOMA-ARNsAN{;R E7 Common t 1 Joh Reference o 9one1 Soutlrem Tess, FC Plerm, FL, 34951 raa[ atau a uae. xura rmnc M a vzn pare av hex hmuseia:, inc ---A —cowA i,.,,m I D:ffi&GRVJa037wfORkOl Ftzgc9mRu+vdTOBgnImwCOsri6Xh8BgPndh7dcUZKUBOIx W B>•Z 4-11-0 9-10-0 411-0 F 4.11.0 4,4 = 40 1x4 II Em 314 = G Dead Load Defl. = 1/Bin' LOADING(psQ SPACING- 24)_0 CSI. DEFL In Qoc) Ildefl L/d PLATES GRIP, TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.10 5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.50 Vert(CT) .024 5 >470 180 BOLL 0.0 Rep Stress Inc YES WB 0.03 Horz(CT) 0.00 4 nla nfa BCDL 10.0 Code FBC2017ITP12014 Matrix -MR Weight 43111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP NO2 TOP CHORD Structural wood sheathing directly applied or 6h0 oc puriins, except BOT CHORD 2x4 SP No.2 and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-M oc binding. REACTIONS. (size) 6=1VIechanical, 4=Mechanical Max Hoa6=-08(LC 4) Max Upli08=106(LC 8), 4=106(LC 9) Max Grav6=429(LC 1), 4=429(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All farces 250 Qb) or less except when shown. TOP CHORD 1-2= 3021109.2-3=302fl09,1-0=-3051124.3-0--3051124 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VuI--160mph (3-second gust) Vasd=124mph; TCDL=5.0psh BCDL=5.Opsh h=168; Cat II; Exp C; End., GCpi,=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live bad noncenwrrent with any other five loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of tress to Fearing pieta capable of withstanding 106111 uplift at joint 6 and 1061b uplift at Joint 4. LOAD CASE(S) Standard Job Truss I toss ype r zos Tacoma TACAMA-AIMS14"R E2 Hip Groff juty Jew 1 7 Job Reference (optional) SauNem Truss, Ft Pierre, FL, 34951 10 3X5 = 4x4= 13 1X4 II 4x4 = 1X4 II 3-0-0 &&155 &&15 30-0 3-9-134)-0 3x5 = Plate Offsets IX.V}- 12:0-2-0,0-1-121, r5:0-2-0 0-1-121 17:Edoe.0-1-81 LOADING(psf) SPACING- 240-0 CSI. DEFL in (lec) Ildeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0A8 8-9 >627 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.50 Vert(CT) -0.24 8-9 >479 180 BCLL 0.0 Rep Stress lncr NO WB 0.05 Hom(CT) 0.00 7 Na ma BCDL 10.0 Code FBC2017frP12014 Main* -MS Weight 57 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 • TOP CHORD BOT CHORD 2x4 SP No2 WEBS 2X4 SP N0.3 BOT CHORD REACTIONS. (size) 10--Mechanical, 7=Mechanical Max Horz10=51(LC 31) Max Upllft10=212(LC 8), 7=211(LC 9) Max Grav10=580(LC 36), 7=580(LC 37) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-0161151, 4-5=3161151, 2-10=-042204, 5-7=-042204 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-" oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3•second gust) Vasd=124mph; TCDL=S.OpsF BCDL=S.Opsf h=16ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This buss has been designed for a 10.0 psf bottom chord live lead nonconcunent with any other live leads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212lb uplift at joint 10 and 211 It, uplift at joint 7. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 222 to down and 260 lb up at 3-0-0. and 173 @ dawn and 260 lb up at 4-10.15. and 222 lb down and 260 lb up at 6.9.15 on lop 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 from IF) or back (B). LOAD CASE(S) Standard 1) Dead +Real Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=70, 23=-70, 3-0=70, 4-5=70, 5Fi=70, 7-10=20 Concentrated Loads (lb) Vert 3=102(B) 4=102(B)13=108(B) MI IgL = � FE 705�1 1 I STAT-33 7� �i�;C' .ICORID job Nss inas lype y "MTa TACOMA MOSAN.GR H7 MONOPITCH 1 1 Job Reference o Bonal souhumn TNss,RPlena, rL, aasah mIO:f R,GRJeO37wfO0RRkO1RRzg�zW h 0010 k56CpZEIUCuFOE_2JUYJO71Mu �fr -2-0-0 85-12 16458 17r0-0 ' 2-80 I 68-12 ) 5242 1n 3x4= 1x411 -K 3x5= 572 168-8 17A-0 ' 88b12 1 8.2-12 0.38 Dead Load Dell.-3H6In' Plate Offsets (X Y)- f5.0-2-15 0-2-01 16.0-2-0.0.1-81 19:0-2-3.0-G-81 LOADING(psf) SPACING- 2-M est. DEFL in poc) VdeB Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.97 Ved(LL) 0.16 8-14 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.76 Vert(CT) -027 8-14 >761 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Hmz(CT) -0.08 15 nla We BCDL 10.0 Code FBC2017RP12014 Matrix -MS Weight 100 Ib FT = 20% LUMBER. TOP CHORD 2x4 SP Nc2 BOT CHORD 2x4 SP No.2 *Except' B3: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0.1-8), 15=Mechanical Max Horz2=455(LC 8) Max Upli82=218(LC 8), 15=-341(LC 8) Max Gmv2-915(LC 1), 15=720(LC 1) FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (lb) a leas except when shown. TOP CHORD 2-3--1100/141, 6-11=-1751510, 5-11=1751516 BOT CHORD 2-8=-022I891, 7.8=-0221891, 6-7=-0221891 WEBS 341=0/38.5, 3-6 -946/447, 5-15=7221342 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid calling directly applied or 8-7-5 oe bracing. WEBS 1 Row at midpt 3-6 NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat II; Exp C; End., GGpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All platys are MT20 plates uNess otherwise indicated. 3) This truss has been designed for a 10.0 psi bottom chord live load noncencunem with any other live loads. 4) Refer to girder(s) for muss to truss connections, 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 218lb uplift at joint 2 and 341 lb uplift at joint 15. LOAD CASES) Standard -0cENSF������i I PIE OD51 �1 I i *- -O t STA q �' 0�`�: A'. SS/ONAL...... t%\G \\\ LIO Job nta., Iruss type TACOMA-ARTISAN-GR H2 jury jPIy__jM208Teawea HALF NIP 1 1 Job Reference Lopyonall SaMern Truss, FL Pimw, FL.39881 ID.*RvGRVJa037wfORkOIRzgY1mRWC99gspe3mbjEr6NG0 IPF6P r447 Xj fq -24L0 2-ae B&t1 10e5 'S 163017-0-0 aao 2a-d I 4att i bats a�—I tao�sd 30= 4x8= 6.00 12 7 za 8 3x4 4 6 3x4 G 3x4 i 5 4 NOP2X STP= to 3 1x411 2 _ 3X= 11 10 1 = 1 12 1. dx6 3x4 1.411 1x4 II axe= 2x611 3x4 II 243-0 6&11 1109 j &1 3 164i8 17r00 � �sn I entt I e1Ltt I 21itt I Dead Load Deal.=118In' Plate Offsets (X.YF- 13'0-1 13 0.2d1 13.0.11-8.0-0-131 V:0-2-0 0-2-61 f9'0-1-0 0.1-81 111.0-1-8 0-2-01 113'0.2-3 0-0-8) LOADING(psf) SPACING- 2.0-0 CSI. DEFL. In poc) Ildefl Ltd PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.82 Vert(LL) 0.16 3-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.91 Vert(CT) .0.22 3-11 >888 180 BCLL 0.0 Rep Stress Ina YES WB 0.77 Hmz(CT) 0.10 18 n/a We BCDL 10.0 Code FBC20171rP12014 Matrix -MS Weight: 121 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No2'ExcepC TOP CHORD Ti: 2x4 SP M 31 BOT CHORD 2x4 SP No.3 `Except` BOT CHORD B7: 2x4 SP No.2, B2: 2x6 SP No.2, B3:2x4 SP M 31 WEBS 2x4 SP No.3 -Except! W 1: 2x4 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No21-10-6 REACTIONS. (sae) 2=048-0 (min. 0-1-8), 18-Mechanical Max Horz2=417(LC 8) Max Uplifl2=232(LC 8),18=298(LC 8) Max Gray2=918(LC 1), 18=718(LC 1) FORCES. pb) - Max. CompJMax.Ten. -All forces 250(lb) or less except when shown. TOP CHORD 3.20=-38010, 3.4=14191371, 4-5=774/148, SS=-6601164, 9-18=1961526 BOT CHORD 3-11=593/1220,10.11=594/1223, 9.10=299/638 WEBS 4-11=95/362, 4410=-679/343, 6-10=98/474, 69--764/356 Structural wood sheathing directly applied or 64)-0 cc puriins, except and verticals. Rigid ceiling directly applied or 1G-0-0 oc bracing. Except: 8-6-1 cc bracing: 3-11. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.(psF BCDL=S.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 pending. 4) M plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other lave loads. 6) Referto girder(s) for buss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232lb uplift at)olnt 2 and 298 lb uplift at Joint 18. LOAD CASE(S) Standard �\GENgF��C,�,�i 7 PE��51 1 ) 1 T::4 -0 t1 STA 7� O • •c GRID_ �� ���� o N55 maa ype t4W208Tamna TACOM1 AROSANWGR W. HALF HIP 1 1 Job Reference o onal _ 9.4 II 4_ 7 2x4 11 6 7 6 6.00 FU 3x4 G 3x4G 5 8 v 4 fiVJ1 NOP2x STP= STP_ 4 2 = 3,5 = 34 = 13 1 71 2x4 II w tx4 II 1 4z4 = 3x4 _ 1x4 11 14 1x4 II 1x4 II 317 II 2x611 iz4 II 40= Dead Load Dee. = 1181n LOADING(psf) SPACING- 2-0-0 CSL DEFL in Poe) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.77 Vert(LL) 0.18 3.13 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL I 125 SC 0.89 Vert(CT) I -026 3.13 >743 180 I BCLL 0.0 Rep Stress Inv YES WB 0.59 Horz(CT) 0.09 9 rda n1a BCDL 10.0 Code FBC2017[rP12014 Matra -MS Weight.117lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP No.2'Except' TOP CHORD T1: 2x4 SP M 31 BOT CHORD 2x4 SP No.2+Except' BOT CHORD B2:2x6 SP No2, 83: 2x4 SP M 31, F2,84: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W1: 2x4 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No21-10-6 REACTIONS. (size) 9=0-6-9 (min. 0-1-8), 2=0-8-0 (min. 0-") Max Hor42=367(LC 8) Max Uplift9=248(LC 8). 2=-237(LC 8) Max Grav9=686(LC 1), 2=887(LC 1) FORCES. Pb) - Max. CompJMax. Ten. - All tomes 250 Pb) or less except when shown. TOP CHORD 3-21=-34710, 3-4=1189R88, 4-5=1050)305, 5-0=-415178, 8.9=341/131 BOT CHORD 3.13=-46911009, 12-13= 470I1010,11-12-1201298, 10-11=259/624, 7-10=1351295 WEBS 5.13=47/405, 5-12=824/402, 6-12=127/455, 6-11=-048268 Structural wood sheathing directly applied or 543 oc pudins, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. Except 7-11-2 oc bracing: 3-13. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsh BCDL=5.0psf; h=1611; CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=11.60 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 psi bottom chord five load nonconarrtem with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 248 lb uplift at joint 9 and 237 lb uplift at joint 2. LOAD CASE(S) Standard PE S ORiD_ S/I ONAL�G�\\ %S\\ N6 o mss mss YPe MW4oa ramw TACOMA-AF2TISANGR Hd HALF HIP 1 7 Joh Reference o Gonal M 1T18'0a 2019 P t stuihem Truss. FL M, FL, _, t a OQ]t2(na PNR a.Z3ps Oct 212a1e MRek N4ustrlea, lnc ar Za a ID:hRvGRVJaD37wtORkOIRzgY7mRu-FhHvFXmbSglyY?Whn76gKSdeD4EVrv�X001P>1 fo -2-0-0 24f-0 c = 4 11-0-0 15-3-0 1W ( 241-0 + zao I 41s I azaz ) 430 Iso 417 = 2.611 20 II 5 6 7 I Dead Load Dell. =Vain' LOADING(psf) SPACING- 2-" CSI. DEFL in Ooc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.77 Vert(LL) 0.14 3-12 >999 240 MT20 2441190 TCDL 15.0 LumberDOL 125 BC 0.86 Vert(CT) -022 3-12 >885 180 BCLL 0.0 Rep Stress Ina YES WB 0.41 Horz(CT) 0.08 8 nla n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight 108 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 6-" oc pudins, except T2: 2x4 SP No2 end verticals. BOT CHORD 2x4 SP No.2'Except* BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing, Except B2: 2x6 SP No.2, B3: 2x4 SP M 31, F2,B4: 2x4 SP No.3 8-9-4 oc bracing: 3-12. WEBS 2x4 SP No.3'Excep1' WI: 2x4 SP No2 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.21.10-6 REACTIONS. (size) 8=G-8-0 (min.0-1-8), 2=0-8-0 (min.0-1-8) Max Hom2=317(LC 8) Max UpliftB=214(LC 5), 2=247(1-C 8) Max Gmv8=686(LC 1), 2=887(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-20=339/0, 3-4=1328f368, 4-5=638/160, 7.8=251f/6 BOT CHORD 3-12=-09211142,. 11-12=A93/1145,10-11=183/514, 9-10=1541484 WEBS 4-12=64/378,4-11=736/358,5-11=1161441,5-1D=-598f22S 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.Dpsf; BCDL=5.Opsh, h=16ft; 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 nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable otwehstanding 214 lb uplift alJoint 8 and 2471b uplift at Joint 2. LOAD CASES) Standard Z\\��• '\GENgFwv�,,��/ji PE 7t051 of -d t STA f /SSzONALtE�G�\\\\ 1 Job Iruss Inuss lype MWxna Taoama TACOMAARTSAN-GR HS JUW JFIY HALF HIP 1 1 .loh Reference a ,Egon 1) mn Tl .R. FL, 341151 41,18 = Dead Load Deft. -114 in 3.4 II 2x4 II 6 7 24L0 57-8 9-0-0 13" 153-0 16414), h �.an I �_114h I :e.awa { 4a.o I 1-tt-0 169-0 Plate Offsets OCYI- f2.0-2-8 0-1-31 12-03-e Edgel 13.,0-11 12A6131 f3.0-2 1 04.8] f5:0.54 0-2-07 f6,0-2-00-0-81 R'04-0G-1-01 18.03-0 0-0-01 19.034 O-0-OI (14.0-2-3 0-0-8] LOADING(psl) SPACING- 2-0-0 CSI. DEFL in Qoc) Ildefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 029 12 >652 240 MT20 2441190 TCDL 16.0 Lumber DOL 125 Sc 0.90 Vert(CT) -0.43 12 >444 ISO MT20HS 1871W BCLL 0.0 Rep Stemma YES WB 0.71 Horz(CT) 0.14 8 nla nha BCDL 10.0 Code FBC2017fTP2014 Matrix -MS Weight 951b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 +Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP NO2'Excepr 82: 2x6 SP No.2, B3: 2x4 SP M 31, F2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3 •Except• W1: 20 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.21-106 REACTIONS. (size) 8=0-e-0 (min. 0-1-8), 2-08-0 (min. 0-1-8) Max Haa2=267(LC 8) Max Upli86=220(LC 6), 2=-249(LC 8) Max Grev8=686(LC 1).2=887(LC 1) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-20=33910, 3-0>10291202, 4-5-536245 BOT CHORD 3-12=2741840,11-12=2741842, 1011=2771856, 9.10=931410 WEBS 5.11=-681421, 5:10=752278 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfms, except end ver8rals. BOT CHORD Rigid ceiling directly applied or 10-0-0 to bracing, Except: 73-12 oc bracing: 3-12. 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.OW. BCDL=S.Opsh h=16ft; Cal. 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent ester pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Thts truss has been designed for a 10.0 psf bottom chord live load nonconcumentwith any other live loads. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 220 lb uplift at Joint 8 and 2491b uplift al Joint 2. LOAD CASE(S) Standard *;J*_ PN- 1 SIAICUrr '4� Job lruss I N5a twoIy MW 208 TaWrta TACOMNAR'nsik"R He HALF HIP GIRDER 1 2 Jpb Refetena o onal SaWnem Tww. FL PWM FL 34951 3 bx7 = WII Dead Load Deft -1116 in' 3x5= 2x411 5 27 a 28 29 r 2.8.0 4-9.4 7-0-0 11-1-e 134-0 AN A-0 � 9Jtn I f.1� f 9.>.t2 I 41� F 2-2A ~ 1-11-0 ~901 Plate Offsets OCVI- 12:03-0 Ednel 13:0.11-404-131 13:0-1.9 0.2-121 15:0- 4 0-2-01 18:0-2-00-i-01 111:0-L8 0-0-81 114:0-1-8.0-2-01 I16:1-2-3.0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.77 Vert(LL) 0.11 3.14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.79 Vert(CT) -0.16 3-14 >999 180 BCLL 0.0 Rep Stress Inc NO WB 0.37 Hou(CT) 0.08 9 Na n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 1971b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31'Except' TOP CHORD T2: 2x4 SP No2 BOT CHORD 2x4 SP No2 Except• BOT CHORD B4,F2 2x4 SP No.3, B2: 2x6 SP No.2, B3: 2x4 SP M 31 WEBS 2x4 SP No.3 -Except' W1: 2x4 SP No2 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No21-10.6 REACTIONS. (size) 2=0-8-0 (m1n.0-1b),9=0-8-0 (min. 0-1-8) Mu Hm;t2=217(LC 8) Max Uplift2=556(LC 8). 9=656(LC 5) Max Gmy2=1407(LC 1). 9=1523(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shaven. TOP CHORD 3-22=-6631182, 3-0=-355811545, 4-5=2675/1190, 5-27=21401951, 6-27=21401951, 6.28=21401951, 28-29=2140/951, 7-29=2140/951, 7-8=279/125, 8-9�529200 BOT CHORD 7.10- 828/471, 3-15=-1861408, 3-14=145513115,13-14=1463/3132,13-30=11082411, 12-30=11082411, 1231=228/508, 31-32=228/508,11-32=2281508, 9-10=125/279 WEBS 4-14=295/715, 4-13=9081443, 5.13=436/1008, 5-12-356219. 6-12-623f390, 7-12=85811939 Structural wood sheathing directly applied or 6-0-0 oc parties, except end verticals. Rigid cefling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together With 10d (0.13114') nails as follows: Top chords connected as fo0ows: 2x4. I row at 0-9-0 = Bottom chords connected as follows: 2x4. I row at 0-9-0 oc, 2x6 -2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oe. 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vu1r160mph (3-second gust) Vasd=124mph; TCDL=5.Opst, BCDL=5.Opsf; h=168; CaL 11; Exp C; End., GCpf=-0.18; MWFRS (envelope): Lumber DOL=1.60 plate prig DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise Indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load noncontumera with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 556 lb uplift atjoird 2 and 656 lb uplift at Joint 9. 9) Hanger(s) or other contraction device(s) shall be provided sufficient to support concentrated load(s)166 lb down and 192 lb up at 7-0-0, 1221b down end 1381b up at 9-0-12, 1221b down and 1381b up at 11-0.12, and 1221b down and 138 Ib up at 13-0-12, and 1341b dow�\ Idl_B[ and 162lb up at 140-12 on top chord, and 438 lb down and 252 lb up at 7-", 89Ib dawn and 371b up at 9-0-12, 89 to down and 37�Th \ / up at 11.0.12, and 89 lb dawn and 37 lb up at 13-0-12, and 91 lb dam at 14.0-12 on bottom chord. The design/selection of such V\GENSF��� connection davice(s) is the responsibility of others. ` &6ARA& & 4Wt2ndard / PE 7,.051 ,-G ; STAre Lit- zz ZONALrE\\�� job Truss I ruse ype ply MW 208 Tecama TACOMAARDSANGR H6 HALF HIP GIRDER 1 2 Joh Reference 0 8ona1 SaOhern Truss, FL PknO FL, 39951 Re1L'tl.21es( zi NltlHI/etl.]:tYBUQ'Ll'd1tl WIBR IIgU3RIG5111G WBO 01]ILV II:IB:W LUIU r'd L ID:fzRvGRVJa037%IORkDlRzgzlmRu-Cz g s87360Bs9tc6pTBFOn8RwgiW?K8mM fm LOAD CASES) StaMard 1) Dead+ Roof L1ve (balanced): Lumber Increase=125, Plate Inaease=1.25 Uniform Loads (plf) ' Vert: 1-3=70, 3-5=70, 5-8=70,15-21=20, 3-11=20, 9.10=20 Concentrated Loads Qb) Vert: 5=114(B)13--038(B) 6=1 14(B) 12--87(B) 27=114(8) 28=114(8) 29:--134(B) 30=87(B) 31=87(121) 32=-67(8) ( PE05 1 I � -0 ; STA � •� c GORVD : N N ///////�s 0NALIE G\\�\ o Ms Nas Type MW 208 Tacoma TACOMA-ARMAN-GR H8 MONOPUCH GIRDER 1 2 Joh Reference loplionall SoeNem Tn—, Ft Plerce, FL, 348.51 rwn:e.awe wcr ca.artm,: a.eava wc, a,o nu,an u,uuaum,,,,,_ . aa., ID:fzRvGRVdaO37wfORkOlP.zgz7mRu-gAy2 F=CtpO)49Y;Z Ty37df2RmRME 9(vyZ 8 •241-0 SS3 i4b-0-8 15-7-0 2-0-0 1 55-0 1 -11-0 i 5-28 2xa 11 6 Dead Load Defl.-118 In 6 SI= do11 awe WCO= 553 10-48 1t:7-0 SS-0 1 411 , 1 5-2E Plate Offsets MY)— IYO-3-8 0-1-11 13:04-0 0-1-81 f5:0-2-0 0-1-81 17.0-2.8 G441 (8'03-8 0.4-121 19:04-4 0-1-01 (10:0-2-3 0-0-81 LOADING(psf) SPACING- 240-0 CSL DEFL in Qoc) VdeO Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ved(LL) 0.14 8.9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -024 8-9 >779 180 BCLL 0.0 Rep Stress Ina NO WB 0.80 Horz(CT) 0.04 7 n1a n1a BCDL 10.0 Code FBC2017frP12014 Matrer-MS Weight 2161b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP Nc.3 -Except* BOT CHORD W3: 2x4 SP Nc2 WEBS OTHERS 2x4 SP N0.3 REACTIONS. (size) 2=0-8-0 (min. (1-1-9), 7=0'" (min. 0-2-10) Max Horz2=127(LC 8) Max Upl1112=1246(1-C 8), 7=2290(LC 8) Max Gmv2=3744(LC 1). 7=6363(LC 1) FORCES. Qb)- Max. Comp.lMax Ten. -All forces 250(1b) orless except when shown. TOP CHORD 2J=-8019f2656, 3-0=503511606, 45=-498711622 BOT CHORD 2-9=2670f7098, 9-14=2670f7098. 14-15=2670 O98, 8-15=2670f7O98, &16=163514461, 16-17=163514461,17-18-163514461, 7-18=163514461 WEBS 8.9=-0552482, &8=300411179, 5$=216816327, 5-7=-6i3292318 Structural wood sheathing directly applied or 4-2-7 oc pudins, except end verticals. Rigid ce0ing directly applied or 10-04 co bracing. 1 Row at midpt 6-7.5-7 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131W) 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 03-0 oa Webs connected as follows: 24 -1 row at 0-9-0 oo. 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 onlyloads noted as (F) or (8), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16ft Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) All plates are MT20 plates unless othewse Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1246 lb uplift at joint 2 and 2290 lb uplift at joint 7. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3041 lb down and 1154 lb up at 7.0.12, 1433 It, down and 499lb up at 9-OA2, 1433 lb down and 496lb up at 11-0-12, and 14081b down and 488 lb up at 13-0-12, and 1258lb down and 420lb up at 15-0-12 on bottom chord. The designiselec0on 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 Ungorm Loads (pif) Vert 1.6=70, 2-7=20 Concentrated Loads (lb) Vert 14�3041(F)15=1433(F)16=1433(F)17=1408(F)18=1258(F) \�NQ)2�P�\GEN& i 1 ( RE 7✓0TA5?1 �1 1 ( O 1 S ORI1 S/ONALLE�G\\\\ o buss m5a yp0 M 209TarbrN TACOMA.ARTISAN.C,R J, _'" 'Open 20 Job Reference(optional) SONhem True. Ft PWar FL,3 l Plate Offsets ()(.YI- 1204-4,Edae1 f5.0-2-30-0-81 LOADING(psf) SPACING- 2-0-0 CSi. DEFL In (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.33 Ved(LL) 0.00 9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 9 >999 180 BCLL 0.0 Rep Stress Inc YES WB 0.00 Horz(CT) -0.00 4 n1a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight 10 lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 20 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=11-8-0 (min. 0-1-8), 4-Mechanical Max H=2=66(LC 8) Max Uplift3=39(LC 1), 2=153(LC 8), 4=68(LC 1) Max Grav3=34(LC 4), 2=340(LC 1), 4-50(LC 4) FORCES. Qb) - Max. CompJMax. Ten. -Al forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-00 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0A oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult-160mph (3second gust) Vasd=124mph; TCDL=S.Opsf, BCDL=S.OpsG h=16ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencurrentwith any other live loads. 4) Referto girder(s) for truss to truss connections. 5) Provide mechanical cennecliah (by others) of truss to hearing plate capable of withstanding 39 lb uplift atjoint 3,153 Ib uplift atjoint 2 and 68 lb uplift atjoint 4. LOAD CASE(S) Standard f PE I - �i STA i �� OR)D_� I� Job N59 ruse ype MW20a Te TACOMAARTISIW{;R J1C JACK-0PEN 2 1 Job Refererrce o Gorral Truss,FL imm,FL,34951 R=rc a 21201a PrhR B]30e Od 2120fa Mi 1 :VtCWZUI9 Pe9el ID.1zRvGRVJaO37v4ORkO1RzgYlmRucY4olFv1QTb2JtSHENApu2PMf6UvsSfhlMOzv2 fj LOADING(psf) SPACING- 240-0 CSI. DEFL in Qoc) gdeft L/d TCLL 20.0 Plate Grip DOL 125 TC 0.33 Vert(LL) 0.00 9 nlr 120 TCDL 15.0 Lumber DOL I 1.25 BC 0.08 Vert(CT) .0.00 9 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n1a Na BCDL 10.0 Code FBC2017RP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No-2 OTHERS 2x4 SP N0.3 REACTIONS. (size) 3=Mechanka1,4=Mechanical Max Hom3=632(LC 1), 4=-632(LC 1) Max Uplifl3=-123(LC 8), 4=44(LC 1) Max Gmv3=278(LC 1). 4=40(LC 4) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 Qb) or less ezceptwhen shown. TOP CHORD 2-3=311/688 BOT CHORD 2-4=.632nW PLATES GRIP' MT20 244/190 Weight 10lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 14).0 oc pudins. BOT CHORD Rigid reling directly applied or 641.0 a bracing. NOTES- 1) Wind: ASCE 7.10, Vuft=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsh h=16ft; CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconartent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 3 and 44lb uplift at joint 4. 5) Non Standard bearing condition. Revlew required. LOAD CASE(S) Standard o- i f PE 7�0�51 � = I I Yi � *- -4 t STA / •� = %a�fo job Fuss runs lype Y Mw 208 rawma TACOMAAMSA"R J2 Ja&,Dpen 2 Jah Reference (o aD SautlwnTruss, Ft Plaraa, R,3495t Run B230s Og2/2a18 B Od2 2a18 ek I NW 1 1 2a19 Pagel ID:@RvGRVJaO37wfORkO1R25z?mRudkeBVbvIBIbSg7SeryuPL5aeB3SteJiowyG VhZ f 2-4-0 2-4-0 — 2x4 = 2-4-0 Plate Onsets (X,YH r1.0-1-4Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.07 Vert(CT) -0.00 3-6 >999 180 BCLL 0.0 Rep Stress Inv YES WB 0.00 Hom(CT) -0.00 2 No Na BCDL 10.0 Code FBC20171rP12014 Matrix -MP I Weight 8lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing direc0y applied or 24-0 oc pudins. BOT CHORD 2x4 SP No-2 BOT CHORD Rigid wiling directly applied or 104M1 oc bracing. REACTIONS. (sae) 1=04W (min.0-1-8),2=MechaniW,3=Mechanical Max Horz 1=81(LC 8) Max Upliftl=-37(LC 8), 2=69(LC 8), 3-11 (LC 8) Max Gmv1=107(LC 13). 2=79(LC 13), 3=44(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) orless except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Ops . BCDL=S.Opsh h=168; Cal. 11; Exp C; Part End.. GCpi=0.65; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates am MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 psf bottom chord five load nanooncum nt with any other five loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37lb uplift at joint 1, 69 lb upM at joint 2 and 11 lb uplift at joint 3. LOAD CASE(S) Standard / PE 7 051 I l -O t STA Y 3-!� Y ice rySr i ruse Type Qv vSIy/208 Tacoma TACOMA.ARDSA"It J3 JACK -OPEN 14 t 'onal Joh Reference o saxhem Tmsa, r-r. Pierca,Fl, 34951 ham IDD:1zRvGRVJaQ37WORkO1R�7mRuNaC7xwF1>�JId1rOfPeuJ/LtSpDNmyy8aX2V1 fi 2-0-0 3-0-0 i 2-00 1 -3.40 , 6! LOADING(psf) I SPACING- 2-0-0 I CSI. I DEFL in (loc) Udell Lid I PLATES GRIP TCLL 20.0 Plate Grip OOL 125 TC 0.33 Vert(LL) -0.01 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 4-9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 HOrz(CT) -0.00 3 nha nia BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight 161b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 • TOP CHORD Structural wood sheathing directly applied or 34)-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 104H1 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) "etltanlcal,2-0-8-0 (min. 0-1-8),4=Mechanical Max Hoa2=146(LC 8) Max Upli83=78(LC 8), 2=137(LC 8) Max Gmv3=86(LC 13), 2=328(LC 1). 4=45(LC 3) FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUh=160mph (3-second gust) Vasd=124mph; TCDL=S.Opst BCDL=S.Opsf, h=16ft; Cat 11; Fxp C; Part Encl., GCpI=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MIT20 plates unless otherwise Indicated. 3) This thus has been designed for a 10.0 psf bottom chord fore load nonconcurrera with any other live loads. 4) Refer to girder(s) for truss to buss connections. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 78 lb uplift atjomt 3 and 137 lb uplift at joint 2. LOAD CASE(S) Standard \0\il1l l �\rENgFN����i/ � PE 7 �51 �1 I - 1 - '^ i f— 1 N 1 STA 7' LOADING(psf) I SPACING- 2-0-0 I CSI. I DEFL in (loc) Udell Lid I PLATES GRIP TCLL 20.0 Plate Grip OOL 125 TC 0.33 Vert(LL) -0.01 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 4-9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 HOrz(CT) -0.00 3 nha nia BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight 161b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 • TOP CHORD Structural wood sheathing directly applied or 34)-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 104H1 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) "etltanlcal,2-0-8-0 (min. 0-1-8),4=Mechanical Max Hoa2=146(LC 8) Max Upli83=78(LC 8), 2=137(LC 8) Max Gmv3=86(LC 13), 2=328(LC 1). 4=45(LC 3) FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUh=160mph (3-second gust) Vasd=124mph; TCDL=S.Opst BCDL=S.Opsf, h=16ft; Cat 11; Fxp C; Part Encl., GCpI=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MIT20 plates unless otherwise Indicated. 3) This thus has been designed for a 10.0 psf bottom chord fore load nonconcurrera with any other live loads. 4) Refer to girder(s) for truss to buss connections. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 78 lb uplift atjomt 3 and 137 lb uplift at joint 2. LOAD CASE(S) Standard \0\il1l l �\rENgFN����i/ � PE 7 �51 �1 I - 1 - '^ i f— 1 N 1 STA 7' Job MSs liuss iypo M 208Tecsme TACOMAA"SAN411 M JQWjely Jack-OPM 3 1 Job Reference o tiortal SaNlimn runs, R Pbr�. FL, 36931 1-0-0 I 1-0-0 Plate Offsets fXY)— f20-6-4 0-0-101 17:0.2-3 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) gde6 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.79 Ved(LL) -0.08 5 >240 240 MT20 244t190 TCDL 15.0 Lumber DOL 125 BC 0.39 Ved(CT) 0.12 5 >162 180 SCLL 0.0 Rep Stress Ina YES WB 0.14 Horz(CT) -0.06 4 nla We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight 17 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4SPNo.2 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=190(LC 1), 6=-209(LC 8) Max Grev4=113(LC 4), fi=600(LC 1) FORCES. (lb) -Max. CompJMax. Ten. - All forces 260 (Ib) or less except when shown. WEBS 3f--T721361 BRACING - TOP CHORD Structural wood sheathing directly applied or 341-0 oc purllns. BOT CHORD Rigid miring directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-semnd gust) Vasd=124mph; TCDL=5.OpsF, SCDL=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 2) All plates am MT20 plates unless otherwise indicated. 3) This buss has been designed far a 10.0 Pat bottom chord live load noncencanent with any other live loads. 4) Refer to girder(s) for buss to buss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of vAthstanding 190 lb uplift at)oird 4 and 209 lb uplift at joint 6. LOAD CASE(S) Standard PE 7051 n �t M i-144-]�.E_ STA � ` \ GRID SS/ONAI- Job 11russ 1russ lype MW20a Tamura TACOMA-ARTISANCR Jar JACK -OPEN 2 1 Jab Reference o Clonal SOanlem Tuns, FL Pi , FL, 34951 LOAOING(psl) SPACING- 243U CSI. DEFL In (IOC) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TO 0.33 Veri(LL) -0.00 11 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL I 12.5 BC 0.07 Vert(CT) -0.00 6 >999 ISO I BCLL 0.0 Rep Stress Inch YES WB 0.00 Horz(CT) 0.00 5 n1a n!a BCDL 10.0 Code FSC2017frP12014 Matrix -MR Weight: 17 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP NO2 • TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD 2x4 SP No.2 'Except! BOT CHORD Rigid ceiling directly applied or 640-0 oc bracing. 82:2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2-0-841 (min. 0-1-8), 5=Mechanlral Max Hoa2=114(LC 8) Max Uplift4=23(LC 8), 2=114(LC 8), 5=11(LC 8) Max GMV4=47(LC 13), 2=328(LC 1), 5=44(LC 3) FORCES. (lb) - Max. CompJFMax. Ten. - Ali forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opst BCDL=S.Opsh, h=16R Cal. II; Exp C; Encl., GOPI=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Ali plates are MT20 plates unless otheneise indicated. 3) This buss has been designed for a 10.0 psf bottom chord live load nonconwnerdwith 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 23lb uplift at joint 4,114 lb uplift at joint 2 and 11 lb uplift at joint 5. LOAD CASE(S) Standard PE 7. 0'51 n �-•O1 SIAICUr % p �N t{ 3 -1 ; �i0� �� GRID MSS russ lype MW2a8Tacmna TACOMA-ARTISAN JS Jac(-0pen 12 7 Job Reference Loptloriall Sout,eTnza. R. FWM FL' 34a51 IDhR�RVVJJa037wfORkOIRZg m2Ru-zrWthLyy EX5u�g4O4ny VmG�5go2a7hOra4RapzZ f m e -2-0-0 5.0-0 2-0-0 5-0-0 i LOADING(psf) SPACING- 240-0 CSI. DEFL In (loc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.33 Vert(L L) 0.03 4-9 >999 240 Mf20 2441190 TCDL 15.0 Lumber DOL 125 BC 024 Vert(CT) -0.06 4-9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0,00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight 22lb FT=20% LUMBER- BRACING - TOP CHORD 2M SP No2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purling. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-M (min. 0.1.8),4=Mechanical Max Hoa2=165(LC 8) Max Uplif[3--96(LC 6). 2--120(LC 8) Max Gmv3=137(LC 1), 2=397(LC 1), 4=89(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vu1t=160mph (3second gust) Vasd=124mph; TCDL=5.OpsF, SCDL=5.0psF h=16ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Al plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96lb uplift at joint 3 and 120 lb uplift at joint 2. LOAD CASE(S) Standard �\CENSF `<4 ( PE 7em n`, *t Ao eq—tiV 1* i -b1 Its IAIr Vr i �44�� //��// NALtE Job russ Truss Type NW 20a Temma TACOMhMTISAN-GR AG JackOpm Order 2 1 Job Reference footionap Saahmn Taal, FL Pbrce, FL, 34951 - lore el3ee ua2i 2e18Prurc _ai.30SW"—` 2�aWToK.'+w��.t+="'_'"'2a1]:18:13 �1�9 Pa�a1 ID:URvGRVJa037wrORkOlFtzgz7mRo-zW NLyy9IX5ug4m04WZ9Ngi?a7hOraanep:c_1e 5-00-0 5-0 I Dead Load Dell. =118In 3M = 54-0 54W Plate Offsets (X.Y)- 11,0-14 0-0-21 LOADING(psf) SPACING- 24)-0 CSL DEFL in (loc) 0dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) .0.14 3-6 >436 240 MT20 2441190 TCDL - 15.0 Lumber DOL 125 BC O.63 Vert(CT) -024 3-6 >244 180 BCLL 0.0 Rep Stress Inv NO WB 0.00 Hoa(CT) 0.01 1 We r9a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight 16 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 • TOP CHORD Structural wood sheathing directly applied or 5-M oc puriins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid railing directly applied or 1041-0 oc bracing. REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 2=Mechanical, 3=Mechanical Max Horc1=124(LC 8) Max Uplift1=192(LC 8), 2=-129(LC 8), 3=165(LC 8) Max Gmvl=558(LC 25), 2--205(LC 1), 3=526(LC 1) FORCES. 61b) - Max. Comp.lMax Ten. - All forces 250 (lb) or fens except when shown. NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=1St Cat II; Exp C; End.. GCO-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 chard live load nonconcurrent with any other live loads. 4) Refer to girders) for truss to truss connections 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 1921b uplift at joint 1, 129 lb uplift at joint 2 and 165Ib uplift at joint 3. 7) Hangers) or other connection devices) shag be provided sufficient to support concentrated load(s) 508 Ib down and 231 lb up at 2-0-12, and 411111 down and 125 lb up at 4.0-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, loads appled to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumbar fncrease=1.25, Plate Invease=1.25 Uniform Loads (plf) Vert 1.2=70, 3-4=20 Concentrated Loads (lb) Vero 7=410(F) 8=-411(F) job 111USS i NSS lype MW 20a Temna TACOM4,11RnSANGR JST JACK -OPEN 2 1 Joh Reference o tlonal Soumem Tn w,. FL Pbroe, FL, mug l a AID.*RvGRVJaO37wAORkOlRzgz7mRn iR64ii! lg h; LcdW229HQF46fJaxV3EpIBG� (d -2-0-0 w 2-0-0 I 243-0 I 254040 LOA13ING(psi) SPACING- 2-0-0 CSI. DEFL in (Inc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.41 Vert(LL) 0.06 6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.28 I Vert(CT) -0.08 I 6 >758 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.05 5 n1a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MR Weight 24 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No2 -Except- BOT CHORD Rigid ce0ing directly applied or 6b0 oc bracing. B2 2x4 SP No.3 OTHERS 2x4 SP Na.3 REACTIONS. (size) 4=Mechaniml, 2=0-8-0 (min. g-1-8), 5--Mechanical Max Hor22=165(LC 8) Max UpliO4=73(LC 8), 2=120(LC 8), 5--16(LC 8) Max Gmv4=117(LC 1), 2=398(LC 1), 5=88(LC 3) FORCES. (Ib)- Max. Comp./Max. Ten. - A0 forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf, BCDLS.Opsf; h=168; Cat II; Exp C; End., GCp1=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 food nomnncument with any otherlive loads. 4) Refer to girders) for truss to truss Connections. 5) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 73lb uplift at joint 4, 120 Ib uplift at joint 2 and 16lb uplift at joint 5. LOAD CASE(S) Standard -'GEN`SF���l'i r PE 7 051 �t r 1 1 'O STAT i'tr �jl/FSSrO��1��G\\`�� C ✓ J00 Truss Iruss lype MW2a8Taooma TACOMA-ARTISANGR JB jQry IMy MONORTCH 5 1 .lob Reference fantionall Soulnem Truss, FL Pteroe, P .a0y51 rasea.xaus srvn<ure rrmc„-. ..saran ara nvrax ncvsums,,m was mar<�rr:r¢r><ura r r IDdzRVGRVJa037v40Rk01RzgzTmRu-wTSme_DmBLhOOvoBC7pbMga TR%20BhluZlj _fd -200 6-0-0 200 + 600 2xa 113 Dead Load Dell. =lr6 in 3 MI Plate Offsets (X Y1— 1542-3 0-0-e1 - - LOADING(pst) SPACING- 24)-0 CSI. DEFL In Qoc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.10 4-9 >711 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.12 4-9 >588 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Harz(CT) 0.00 2 Na n/a BCDL 10.0 Code FBC20177rP12014 Matra -MP Weight 29 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 • TOP CHORD BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 • BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 4=0-8-0 (min. 0-1-8), 2=0-" (min. 0-1-8) Max Horz2=250(LC 8) Max Uplift4=190(LC 8). 2=172(LC 8) Max Gmv4=286(LC 13), 2=434(LC 1) FORCES. Qb) - Max. CcmpJMax. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purims, except end venirals. Rigid caling directly applied or 1D-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Qt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat It; Exp C; Pan. End., GCpi=0.55; NIWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates am MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1901b uplift atjoint 4 and 1721b uplift atjoint 2. LOAD CASE(S) Standard M. 13L PE 7 051 1 1 ssA f ////%/SS70NALII%\G\\�\\ L� Job Nay Iruss iype Uty Ply MW 2W Tama TACOMAARTISANGR J7 JACK -OPEN 3� 7 Job Reference o tloral SWObrn Trull. FL VICnm. VL.: 1 _ ,a,,,,. asw.....��... �..r�.u......w. ..�........_,.�.... _..__._.__ I=LRVGRVJa0 iVORkOIRzgYlmRu-N5Zpz ?2XS ?NAA128aNhifkvnTRgXYIrF _fb 2-0G 7.OG r 2-0-0 7-M ' Dead Load Dan, 1118 in h I LOADING(pst) SPACING- 2-0-0 CS]. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.76 Verl(LL) 0.13 4-9 >634 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.55 Vert(CT) -0.24 4-9 >348 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 2 n1a nfa BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP Weight 281b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oe pudins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical,2=0-8-0 (min. 0-1-8),4=Mechanical Max Hwz2=215(LC 8) Max Uphfl3=143(LC 8). 2=133(1-C 8) Max Gmv3--204(LC 1), 2=478(LC 1), 4=131(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10: VOIt=160mph (3-second gust) Vasd=124mph; TCDL=S.Opst BCDL=5.Opst h=16ft: Cat II; Exp C; End., GCpi=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load canon tment with any other live loads. 4) Refer to girder(s) for buss to buss connections. 5) Provide mechanical connection (by others) of truss to hearing plate Capable of withstanding 143 lb uplift at joint 3 and 133 lb uplift at joint 2. LOAD CASE(S) Standard all ( PE 7 051 1 — _� STA //��/ `�S/ONAL,� Job riles Inuss type MW 208Tammy TACOMA,ARDSAN-OR Jrr I JACK -OPEN 4 1 Job Reference o Donal Seedlem Truss. Ft. Plerm, FL. 34951 _ m :BMG. w21 MIS r,cu:e�...o...�,..,,o,.,,.a,....,...,.,.w.,.... ..�........--.....-.. �.-. .. IDizRvGRVJaD37wIORkOIRzgz?mRuZE6C Ogllhlei38JdiRgm H23Wwh_IC2Po to -2-0-0 2-8-0 7-0-0 241-0 2-8-0 4ii1 Dead Load Des.-31161n LOADING(PSO SPACING- 2-0-0 CSI. DEFL in poc) Wall L/d PLATES GRIP, TCLL 20.0 Plate Grip DOL 125 TC 0.82 Ved(LL) 0.21 3-5 >395 240 MT20 244/190 TCDL 15.0 LumberDOL I 1.25 BC 0.69 I Ved(CT) -0.30 I 3-5 >274 180 I BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.16 5 n/a n1a SCDL 10.0 Code FBC2017JTP12014 Mahbr-MR Weight 30 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.2 `Except* BOT CHORD Rigid wiling directly applied or 6-0-0 no bracing. B2: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical. 2=0-" (min. 0-1-8), 5=Mechanical Max Horz2=215(LC 8) Max Uplift4=119(LC 8). 2=132(LC 8), 5=17(LC 8) Max Grav4=184(LC 1), 2=480(LC 1), 5=129(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shaven. NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf,, BCDL=5.Dpsh h=16ft; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (erwelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless efhenvise indicated. 3) This thus has been designed for a 10.0 psf bottom chord live load nonconwnerd with any other We loads. 4) Refer to girder(s) for miss to tiuss connections. 5) Provide mechanical wnnectlon (by others) of buss to bearing plate capable of withstanding 119 Ih uplift atjoint 4,132 lb uplift at joint 2 and 17 lb uplift at joint 5. LOAD CASE(S) Standard PE 7 051 f 1 Truss Imes lype QtY ply "206 Tam1na lion TACOMA-AlTnSANGR Ki MONOPITCN 3 1 Job Reference toLbonall SoWhem T.. FL Pierre, FL, U951 3 6341 12-" 83-8 6-08 2x6 11 5 Plate Offsets fX Yt— I6.0-2-0 0-2-8] 18:0-23 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (toe) Well Ud PLATES GRIP. TCLL 20.0 Plate Grip DOL 1.25 TC CA9 Ved(LL) 0.07 7-12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.41 Vert(CT) -0.08 7-12 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(CT) -0.01 6 Na Na BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight 68 lb FT=20% LUMBER- BRACING - TOP CHORD 2a4 SP NO2 , TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 . BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-" (min. D-1-8), 6=Mechanical Max Horz2=476(LC 8) Max Uplift2=271(LC 8), 6= 416(LC 8) Max Grav2=705(LC 1). 6=626(LC 13) FORCES. (lb) -Max. CompJMax.Ten. -All forces 250(lb) ales exceptwhen shown. TOP CHORD 23=7681170, 3-4=629/185 BOT CHORD 2-7=-480f719, 6-7=-480p19 WEBS 4-7=01281,4-6=-802/534 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid veiling directly applied or 8-2-9 0o bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Ops , BCDL=S.Opsf; h=16ft; CaL II; Exp C; Pad. End., 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 nonconarrent 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 271 lb uplift at joint 2 and 416 lb uplift at joint 6. LOAD CASE(S) Standard '\GENgF���i = f FIE �1 / - t- `v� -4 1 STAT f p ��P�: � ORP job rues i may Type ply 1W208Temma TAMMA.ARTISAN-CR IQ M=Otch t 1 Job Reference o llonal So em Twv •FL Pi.'gN FL,*951 3 3X4 = 3X4 II 3x4 = 1x4 II 3X4 = Plate Offsets (X V)— 14:0-2-00-2-81.18:0-2-30.0-e1 LOADING(psf) SPACING- 241-0 CS1. DEFL in Qoc) Ildefl Ltd PLATES GRIP. TCLL 20.0 Plate Gdp DOL 125 TO 0.51 Vert(LL) 0.09 7-12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.42 Vert(CT) -0.10 7-12 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.67 Horz(CT) 0.01 6 nPa n/a BCDL 10.0 Code FBC2017RPI2014 Matnx-MS Weight 63 lb FT= 20% LUMBER- BRACING - TOP CHORD 2X4 SP No2 TOP CHORD BOT CHORD 2X4 SP NO2 WEBS 2x4 SP No.3 . BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 2--64141 (min. 0-1-8), 6=10echanical Max Hom2=391(LC 8) Max Uplift2=264(LC8). 6=-059(LC 8) Max Gmv2=642(LC 13), 6=581(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All (ones 250 Qb) or less except when shown. TOP CHORD 2-3=777255 BOT CHORD 2-7=47W726, 6-7= 4781726 WEBS 3-7=01286, 3-6=7981524 Structural wood sheathing directly applied or 641-0 oc pudins, except end verticals. Rigid ceiling directly applied or B-1-1 co bracing. NOTES- 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=S.OpsF BCDL=S.Opst h=16ft; CaL II; Exp C; ParL End., GCpl=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 five load nonconc went with any other live loads. 6) Refer to girder(s) for truss to trust; connections. 7) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 264 lb uplift at joint 2 and 359 lb uplift at joint 6. LOAD CASE(S) Standard ,CIE B � i FIE 051� f V-4I � -10 X 8TA J * 0 N,� ..NALE� C Jot, I ruse W truss type rd2aBTa. TACOMAARTISAN-GR K4 JUTY JPIy MONOPDCH 1 t Job Reference Oanal Truss, Ft FkFL-. 34951 3x4= 2r4 II Plate Offsets (X Y)— f4:6-2-00-2-81 [8:0.23.0-0-8] LOADING(PSI) SPACING- 24)-0 CSI. DEFL In Coe) UdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ven(LL) 0.08 7-12 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.09 7-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Hoa(CT) 0.01 6 n/a Na BCDL 10.0 Code FBC2017RP12014 Matrix -MS Weight 64 lb FT=20% LUMBER- BRACING - TOP CHORD 2A SP No.2 • TOP CHORD SOT CHORD 2A SP No.2 WEBS 2A SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-B-0 (min. 0-1-8), 6=Mechanical Max Hom2=339(LC 8) Max Upllft2=318(LC 8). 6=311 (I.0 5) Max Grav2=705(LC 1), 6=536(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Cb) or less except when shaven. TOP CHORD 23=759277 BOTCHORD 2-7=422/670,6-7=4221670 WEBS 3-7=0/279, 3-6--740/469 Structural wood sheathing directly applied or 6-" oc puriins, except end verticals. Rigid ceiling daectly applied or 8-8-3 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=5.0psF BCDL=5.0psh h=16ft; Cat II; Exp C; ParL End., 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 nonconcu ent 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 318It, uplift at joint 2 and 311 lb uplift at joint 6. LOAD CASE(S) Standard ( PE 7 051 1 I 0I7 STA •�c40RID Joe Truss Iniss lype Dry NY MW20a Tacoma TACOMA-ARTSA"R K5 ROOF SPECIFL 1 1 I Job Reference (optional) SMIMM Tr . R. Pierre. L, 34951 2 1 64-0 104-0 12-4-0 64-0 ( q.O.O i i-o i. Plate Offsets (X,Y)— 13:0-2-0.0-2-01 f8:0-2-3.0-0-81 LOADING(psf) SPACING- 24)0 CS]. DEFL in poc) Well Lid PLATES GRIP TCLL 20.0 Plate GdpDOL 1.25 TC 0.49 Vert(LL) 0.10 7-12 >999 240 MT20 244l190 TCDL 15.0 Lumber DOL 125 SC 0.43 Vert(CT) -0.11 7-12 >999 180 BCLL 0.0 Rep Stress lnlr YES WB 0.15 Hoa(CT) 0.01 6 Na are BCDL 10.0 Code FBC2017frP12014 Matnx-MS Weight 67 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPNo.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) G=Mechanicel, 2=041-0 (min. 0-1-8) Max Horz2=333(LC 8) Max UpIM--366(LC 8). 2-- 331(LC 8) Max Grav6=540(LC 13), 2=705(LC 1) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (ib) or lass except when shown. TOP CHORD 2.3=-7161277, 34=563f328 BOT CHORD 2-7=4(0585, 6-7=186f262 WEBS 4-6--livr80, 4-7=2701426 Strllctunll Wood sheathing directly applied or 5-7-10 oc pudins, except end verticals. Rigid ceiling directly applied or 8S2 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF h=168; Cat II; Ev C; ParL Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 2) Provde 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 356 lb uplift at joint 6 and 331 lb uplift at joint 2. LOAD CASE(S) Standard jW Nea Inuss type MW208Tacoma TACOMAARTMA"R K6 JQIY JPJY ROOF SPECIAL 1 t Job Reference (optionall SW env Truss, FL Pkn^ FL, 34951 4-0-0 Bd-0 124-0 4-60 W Plate Offsets f(,YI- 19:0-2-3.Ob81 LOADING(PsI) SPACING- 24)-0 CSL DEFL In Qoc) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.33 Ven(LL) 0.08 8-13 >999 240 KMO 2441190 TOOL 15.0 Lumber DOL 125 BC 0.25 Vert(CT) 0.07 8-13 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.31 Horz(CT) 0.01 6 Na n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 62lb F7=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. (size) 2=0-8-0 (min. 0-1-8), 6=Mechancal Max Horz2--333(LC 6) Max Upli82---331(LC 8), 6=-356(LC 8) Max Gmv2=705(LG 1), 6=557(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except When shown. TOP CHORD 2-3=-812 300, 3-4- 751321 BOT CHORD 2-0=-0631677, 7-8=4581682, 6-7=-4571676 WEBS 4-6=-7691522 Structural wood sheathing directly applied or 6-0-0 oc puriins, except and verticais. Rigid ceiling directly applied or 8-0-10 oc bracing. NOTES- 1) Wind: ASCE 7.10; VuIF-160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf, BCDL=S.Opsh h=16$ CaL II; Exp C; Pad. End., GCpi=0.55; MWFIRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates ma MT20 plates unless otherwise indicated. 4) This bass has been designed for a 10.0 pat bottom chord five load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) PmAde mechanical connection (by others) of truss to bearing plate capable of withstanding 331 lb uplift at joint 2 and 356 lb uplift at joint 6. LOAD CASE(S) Standard job cuss Iruss type MW Terama TACOM&ARTI&A."R IO Jury 1MY ROOFSPECIALGIROER 1 1 Joh Referenceo tional SouVurtrirvss, t FL, 34951 Run: s 212me sOG2120/e IF n4ep7iD rT edsN a1 : Bzrjv 019 e1 ID.izRVGRVJa037wfORkOIRzgYlmRu-CFw5E13p71DdcTyeSAdSNrtljllagBffjvUWT fV -2-0-0 2-0-0 6d-0 124-0 2-0-0 2-0-0 4-0-0 6-60 LOADING(psf) SPACING- 240-0 TCLL 20.0 Plate Grip DOL 125 TCDL 15.0 Lumber DOL I 1.25 SCLL 0.0 Rep Stress Ina NO BCDL 10.0 Code FBC20171fP12014 LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 6=Mechanical, 2=04I-0 (min. 0-1.8) Max Hom2--=(LC 8) Max Upli86=377(LC 8), 2,375(LC 8) Max Gmv6--604(LC 28), 2=743(LC 28) D4toad Defi.=3N6ln' CSI. DEFL in (loc) Well Ud PLATES GRIP TC 0.70 Vart(LL) 0.18 6-7 >811 240 MT20 2441190 BC 0.47 Vert(CT) -022 B-7 >454 180 WB 0.91 Horz(CT) 0.01 6 n1a n/a Matra -MS Weight 62 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-5-13 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=14091621, 3-14=12861597,14-15=1286f597, 4-15=-128fi1597 BOT CHORD 2-8=-790N264, 8-16=80411309, 16-17=-80411309, 7-17=80411309, 6-7= 81811315 WEBS 3-8=1251384.". 13001805 NOTES- 1) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=16tt; Cat 11; Exp C; Part Encl., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to preverllwater ponding. 3) A9 plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 377 lb uplift at joint 6 and 375 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 lb down and 168 lb up at 24-0. and 88 lb down and 90 lb up at 3-1.13. and 88 lb down and 90lb up at 5-0.5 on top chord, and 102lb down and 138lb up at 2-4-0, and 24 lb dawn and 23 lb up at 3-1-13, and 24 lb down and 23 th up at 6-0-5 on bottom chord. The design/setec0on of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front IF) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (pit) Vert 1-3=70, 3470, 4.5=70, 6-11=20 Concentrated Loads (lb) Vert: 3=71(F) 8=68(F)16=16(F)17=-16(F) f PE7T051n �t -O 1 STA 7' Job ruse iruss lype viy 0Tacoma MW `Re TACOMA-ARTISANIR L1 HIP 1 1 Job Reference o twnal sowharn Thusa,RPerm, FL, 34951 IDfzR GRVJaQ37wfORk01Ftzgz4mRu-gRUTRN4RubMTMd)Qfu8hu29ymC3waesSBVj't 1 N 5-0-0 12-8-10 14A10 5-4J f4f 2-0-0 3X4= ix4 II 3x4 = 3x4 tx4 II O.g-6 sb-a &tt-0 1z-e-10 n.11—R 53-13 F 4873 1 2-3t0 I Plate Oftsets(X�r20-2-00-2$ f4.0-2.00-2.81110.0-2-00-1-01 Mt•0-2a0-081 LOADING(pst) SPACING- 2-0-0 CSI. DEFL In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.43 Vert(LL) -0.02 9-10 >999 240 MT20 244/160 TCDL 15.0 Lumber DOL 1.25 BC 020 Vert(CT) -0.04 9-10 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.29 Hort(CT) 0.00 8 n1a me BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 61 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD SOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 104-10-9 (min. 0-1-8), 8=0-0-0 (min. 0-1-8) Max Ho=10=163(LC 9) Max UpIift10=185(LC 8), 8=474(LC 9) Max Grav10=360(LC 13), 8=962(LC 1) FORCES. 0b) - Max. CompJMax. Tan. -All forces 250 0b) or less except when shown. TOP CHORD 1-2=-2811153, 4-5=2831186, 56=-3471684, 1-10= 302/215 BOTCHORD 8.9=56IIM77,6-8=-5681377 WEBS 5-8=8811504, 5-9=-3461764 Structure] wood sheathing directly applied or 64)-0 oc pudlns, except end vedicals. Rigid ceiling directly applied or 6-0-0 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.Ops(; BCDL=S.Opsf. h=16R, CaL 11; Exp C; Part. Encl.. . GCp1=0.55; MWFRS (envelope); cantilever right 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 nonconcunent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185Ib uplift atjoinl 10 and 474 lb uplift atjoint 8. LOAD CASE(S) Standard \I\CENgF.���/ii RE7n� STA / ONAL o mae lmw lype MW2DSTeavrha TACOMA-ARTISANGR 12 ILIty 1ply HIP GIRDER 1 1 Job Reference o tiorhal $gnhBn, Tmw. FL Pimce, FI-, a49l1 4x7 = 4x4 = Dead Load Oen. =1116 in - LOAOING(psf) SPACING- 240-0 CSI. DEFL in (hoc) Well Ltd PLATES GRIP. TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ved(LL) 0.06 8-9 >999 240 MT20 2441190 TCDL 15.0 LumberDOL 1.25 SC 0.58 Vert(CT) -0.10 8.9 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.14 Horz(CT) 0.03 5 n1a We BCDL 10.0 Code FBC2017FFP12014 Matrix -MS Weight 72 lb FT=209/ LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 3-641 oc pudins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid calling directly applied or 7.1.14 oc bracing. WEBS 2x4 SP No.3 . OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-8).5=1-11.8 (min. 0-1-8),7=03.8 (min. 0-1-8) Max Horz2--71(LC 7) Max Up1102=557(LC 8), 5=456(LC 9). 7=131(LC 9) Max Gmv2=1101(LC 29), 5=961(LC 1), 7=221(LC 30) FORCES. (lb)- Max. CompJMax. Ten. -AII forces 250 0b) or less except when shown. TOP CHORD 2-3=17211a28, 3-20=1427ff50, 20-21=1427f750, 4-21=-1427ff50, 4-5=18411779 BOT CHORD 2-9=-65511540, 9-22---65Wl558, 22-23---653115W. 8-23=-65311558, 7.8= 588f1440, 5-7=58811440 WEBS 3-9=01359,4-8-405 NOTES- 1) Unbalanced roof live loads hafie been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCD -".Opal. h=16ft; Cat 11; Exp C; Part End., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate gdp 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 noncencurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 567lb uplift atjoint 2, 456 lb uplift at joint 5 and 13l lb uplift at joint 7. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 320 lb dawn and 337 lb up at 54-0, 111 lb down and 129 lb up at 7-0-12, and 111 lb down and 129 In up at 7-8-1, and 320 lb down and 337 lb up at 9.8-13 on top chord, and 171 lb ileum at 541.0, 51 lb down at 7-0-12, and 51 lb down at 7-8-1, and 171 lb down at 94i1 on bottom chord. The deslgNselection of won connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) sermon, leads applied to the face of the buss are noted as front (F) or bark (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Leads (pit) Vert 1J=70, 3-0=70, 4.6=70,14-17=20 Concentrated Leads (lb) Vert 3=135(B) 4=135(B) 9=-55(B) 8=55(B) 20--67(B) 21=-07(B) 22=-35(B) 23=35(B) M. E3L 4Q j��GENg Z% <��ii PE7 051 M I M� I* N STA f gip\ 3.�q /�u� �5 Ox'\N4 ORID ����� /SS/ONALIE-NA \\ truss imss Iwo MW2118Tecava TACOMA-ARn&M-GR MV2 Valley 1 1 Job Reference o tumei SmMem TTruw, FL Plena, FL, 34951 Rim: 933a 6 lM 21 2ula Pmrc n.rwa rxin mra Mnex lMUSe169, me weo irar�u �u�a IOdzRvGRVJa037wfORkOlRzgz7mRuipcEs36hP6 bZ.JA97 61Vx9OYf9bS_g47 fS 2-0-0 2-" 2r4 LOADING(Psf) SPACING- 240-0 CSI. DEFL in (loc) Odell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.06 Vert(LL) nfa - n1a 999 MT20 2441190 TCDL 16.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n1a - Na 999 BCLL 0.0 Rep Stress Inc, YES WB 0.00 Horz(CT) -0.00 2 n1a n1a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-00 oc purilns. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=2-0-0 (min. G-1-5), 2=2-0.0 (min. 0.1-8), 3=2-" (min. o-1.8) Max Hom1=35(LC 8) Max Uplift1=12(LC 8), 2=-36(LC 8) Max Gmvl=62(LC 1), 2=48(LC 1), 3=28(LC 3) FORCES, Qb) - 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=S.Opst, BCDL=5.Ops , h=16ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent Will any other live loads. 4) Bearing stjoint(s) 2 considers parallel to grain value using ANSIITPi 1 angle to grain formula. Building designer should verify capacity of beating surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift atjomt 1 and 36 lb uplift atjoint 2. LOAD CASE(S) Standard job Nss Imss lype M 208Tsf TACOMA-ARTISA"Il MV4 VaDey 1 1 Job Reference Loptionall saudimn Truss, FL Pierre. FL. 34951 2R4 �• b(4 II LOADING(Psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 TCDL 15.0 Lumber DOL 125 BC 0.21 BCLL 0.0 Rep Stress Inch YES WB 0.00 BCDL 10.0 Code FBC2017frP12014 Matrix-P DEFL in Voc) Vdefl L/d Vert(LL) We - Na 999 Vert(CT) nla - Na 999 HOrz(CT) 0.00 nla nla LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 2x4 SP Na.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=4-" (min.0-1-8), 3=4-0-0 (min.0-1-8) Max HOrz1=81(LC 8) Max Upliftl=26(LC 8), 3=69(LC 9) Max Gmvl=146(LC 1), 3=146(LC 1) FORCES. (lb) -Max. Comp./Max Ten. -AR forces 250 (lb) or less except when shown. PLATES GRIP MT20 2441190 Weight: 14 lb FT=20e/ Structural wood sheathing directly applied or 4-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.W, BCDL=S.Opsf; h=16fb Cal. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord hearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurmnt with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of vdthstanding 28 lb uplift atjoiM 1 and 69 lb uplift atjoint 3. LOAD CASE(S) Standard o ruSe russ ypa y Mw Xs Tam TACOMA MMSAKGR V1 VAEY r t LL Job Reference o ticnal SoLN. TMsv, FL P� FL, 3 ml mm n.[wea...r--rnrs Qew<rare rxrenimmas, eic nee rcer au ir:,o;evainr IO:fzRvGRVJa037wfORkOIRag W TmR0Ac6P7J,rVZ FwKOhOYhnRIvG877vJg5)N fR' 2-60 I 1-9-}t0 Plate Offsets (XY)- 15.0-23 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Coo) Ydefl Lld PLATES GRIP TCLL 20.0 Plate Gdp DOL 125 TC 0.55 Ved(LL) 0.02 1 nir 120 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.05 Vert(CT) -0.01 1 nlr 120 SCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 Na rda BCDL 10.0 Coda FBC2017rrPI2014 Matrix-P Weight 131b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP N0.3 WEBS 2x4 SP No.3 ' BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (sire) 4=1-9-10 (min.0-1.8),2-1-9-10 (Mn.0-1-8) Max Hom2-83(LC 8) Max Upli84=16(LC 1), 2=125(LC 8) Max Grav4=50(LC 4), 2=309(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 260 Cb) or less umpt when shown. Structural wood sheathing directly applied or 1-9-10 oc pudins, except end verkals. Rigld ceiling directly applied or 10-0-0 0o bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.OpsF BCDL=S.Opsf,, h=16f ; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection Cry others) of truss to bearing plate capable of withstanding 16 lb uplift atjoint 4 and 125 lb uplift at joint 2. LOAD CASE(S) Standard i PE 7 0� ( I 1 A` `�ZORI'D %� f job ruse russ ypB M208Tamura W TACOMA-ARTISANGR VIA Valley I 1 Job Reference o 'coal aaumem rrva, M 1r r'.o.' 1 f� �8 2 3 LOADING(Psf) SPACING 240-0 CSI. DE FL In (loe) Well L/d TOLL 20.0 Plate Grip DOL 1.26 TC 0.08 Vert(LL) Na - No 999 TCOL 15.0 Lumber DOL 1.25 BC 0.05 I Ved(CT) I Na - Na 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hmz(CT) 0.00 Na Na BCDL 10.0 Code FBC2017rrP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 1=1.9-10 (min. 0-1-8), 3=1.9-10 (min. 0-1-8) Max Hotz1=43(LC 8) Max Uplift1-14(LC 8), 3�36(LC 8) Max Gmv1=75(LC 1), 3=75(LC 1) FORCES. (lb) -Max. CompJMax.Ten. -AII forces 25001b) orless exceptwhen shown. PLATES GRIP MT20 2441190 Weight: 7lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-10 oc pudins, except end verticals. SOT CHORD Rigid ceiling directly applied or 10-M cc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=5.0psh BCDL=5.0psf; h=160; Cat. II; Exp C; End., GCp1=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 nonconcu ent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift atjoint 1 and 36 lb uplift atjoint 3. LOAD CASES) Standard o fuss I ruses lyP0 M 208Tamma TACOMAWTrISAN-GR V2 VALLEY 1 t Job Reference Lopilonall Soull,am Trust, Ft Pierce. FL, 3C961 rwn' azw a tc n [ura rmm o.�we M aro re, u nouwme,,z. n„=,— •,. ,,.,o..a ...,e r ID:FrRuGRVJa037wrORk0lPagYtmRu-tOHMU58ai8_ISOPISRksd6tmRjuBbvPbHPCUg iP •2-0-0 l 2-9-10 247-0 2-9-10 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TO 0.64 TCDL 15.0 Lumber DOL 125 BC I 0.27 BCLL 0.0 Rep Stress Ina YES WB 0.00 BCDL 10.0 Code FBC2017lrPi2014 Matra-R 42x4 II eZIfII DEFL In (loc) Well Ud Vert(LL) 0.02 1 rdr 120 Vert(CT) -0.00 2 Nr 120 Hoa(CT) -0.00 4 rda nla LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 ' BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 5=2-9-10 (min.0.1-8), 4=2-9-10 (min.0-1-0) Max Hoa5=107(LC B) Max Uplift5=25(LC 4), 4=13l (LC 8) Max Gmv5=336(LC 1), 4=59(LC 3) FORCES. Qb) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shaven. TOP CHORD 25=303I81 PLATES GRIP, MT20 2441190 Weight 24 lb Fr=20% Structural wood sheathing directly applied or 2-9-10 oc pudins, except end ver8rals. Rigid ceiling directly applied or 6-64) cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Dpsh h=16M Cat 11; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires con8nuous bottom chord bearing. 3) This truss has been designed for a 10.D psf bottom chord live load noncontvnenl with any other live loads. 4) Provide medianical connection (by others) of truss to bearing plate capable of withstanding 251b uplift at)oint 5 and 131 It, uplift at joint 4. LOAD CASE(5) Standard PE 7•.�051 n�� -a t STATEUl- Dt j•� 1 Nay iruss lype 1MW208Tetnlla lJob TACOMA-ARTISANGR V2A Valley 1 1 Job Refemnce o tighal smMem TN . FL Pier®. FL, 34951 R017.18 2019 et ID:fzRvGRVJa037wfORkOIRzgz7mRo-VbdiO9CTR6c4Y�108F59JP2K7G910v10W3y1 10 -i-0-0 2-9-1go _ I 1-0-0 I 2.9-10 2r4 II 2x4 II LOADING(psi) SPACING- 2-0-0 CSI. DEFL In (roc) Vdell L/d TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 Ved(LL) -0.00 1 n/r 120 TCDL 15.0 LumberOOL 1.25 BC 0.16 I Vert(CT) I -0.00 2 n/r 120 SCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP N0.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 5=2-9-10 (min. 0-1.8), 4=2-9-10 (min. 0.1-8) Max Horz5=87(LC 8) Max Upltft5=9(LC 8). 4=102(1-C 8) Max GmvS=218(LC 1). 4-93(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. PLATES GRIP. MT20 2441190 Weight 18 lb FT = 20 Stmctuml woad sheathing directly applied or 2-9-10 oe pudins, except end verticals. Rigid ceiling directly applied or 1G-M oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.OpsF, 13CDL=5.Opsf; h=16ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencumerd with any other live loads. 4) Provide mechanical connection (by others) of truss; to bearing plate capable of withstanding 9lb uplift atjoim 5 and 102 lb uplift at joint 4. LOAD CASE(S) Standard / PE 7 0�51 r I I O t STA / / \ �i0'�`�•�CORID S,oNAI- Nay N55 ype Taroma TACAIA4AR71SANGR VIB VALLEY 1 1 Job Referenca tlonal aOaNtln lILL4.YLYIBTB. YL, :19`J'Jl ID:fiRvGRVJaO37wtORkOIRzgYlmRu-VbrIiO9CiR6o6Y U08F53IPxB7HyKMtIW3ytO fO -241a _ 2319 r 2-0-0 I 2-&7a 2x4 11 20 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (toe) 0tle0 Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TO 0.64 Ven(LL) 0.02 1 n/r 120 MT20 244I190 TCDL 15.0 Lumber DOL 1.25 Sc 0.11 Vert(CT) -0.02 1 Nr 120 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 4 nFa No BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight 161b FT=20h LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP N0.3 WEBS 2x4 SP No.3 SOT CHORD REACTIONS. (size) 5=2-9-10 (min. 0-1-8),4=2-9-10 (min. 0-1-8) Max HoaS=107(LC a) Max UpII05=-95(LC 8), 4=-46(LC 8) Max Gmv5=336(LC 1).4=59(LC 3) FORCES. Ob) - Max. CompJMax. Ten. - All forces 250 (1b) a less except when shown. TOP CHORD 2-5=29W116 Structural wood sheathing directly applied or 2$10 oc pudins, except and verticals. Rigid ceifing directly applied or 640-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=S.Opst; BCDL=5.0psF, h=16ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chard bearing. 3) This fuss has been designed fora 10.0 psi bottom chard live load nonconcurrent with any other five loads. 4) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift atjoint 5 and 46 lb uplift atjoird 4. LOAD CASE(S) Standard a rush ruaa ype MvYMTaw= TACOMA-ARTI&M-GR V1C vaOey 1 1 Job Reference o fional SouNem Truss, FL Pieria, FL, 34951 Run: aZIC a W 21 Mla Print UT s W 21911a MRex uxwstnea. I= wea mar zu l 1:1 t An Pe 1 ID:hRvGRVJa037vdORkOlRzgz7mRu mF'7vmAgElETh2has =yE7Wdj3pwljhblKrZ_M 2-9-0 2x4 i 2x4 If LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) War L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Ved(LL) Na - nla 999 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) Na - n/a 999 BCLL 0.0 Rep Stress lncir YES WS 0.00 HOR(CT) 0.00 We n/a BCDL 10.0 Code FBC2017jTPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP N0.3 TOP CHORD SOT CHORD 2x4 SP No.3 ' WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=2-941 (min. 0.1-8), 3=2-9-0 (min. 0-1-8) Max Horzt=50(LC 6) Max Upliftl=17(I.0 8), 3=42(!.0 8) Max Gmv1=89(LC 1).3=89(LC 1) FORCES. (lb) - Max. Comp.IMax. Ten. -All forces 250 Qb) or less except when shown. PLATES GRIP M1T20 244/190 Weight 9lb FT=20% Structural woad sheathing directly applied or 2-9-0 oc puriins, except end verticals. algid ceiling directly applied or 10-M oc bmcing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-sermd gust) Vasd=124mph; TCDL=S.Opst BCDL=5.Gpsf, h=16ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconwrtent with any other five loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift stjoint 1 and 42 Ib uplift at joint 3. LOAD CASE(S) Standard i PE 7� I ( �-131 STA �•�� <ORID!\� �\ jw nay truss type immaTemma TACOMA•ARTISIMLGR V3 jury Imy VALLEY 1 1 Job Reference o tlonal SOWICm TfY55, Ft PkICB. FL.:f0.X11 2x4 II 2x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.64 Vert(LL) 0.02 1 Nr 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -D.01 1 n/r 120 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 4 n1a We BCDL 10.0 Code FBC2017ffPI2014 Mabfx-R Weight 111b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 SOT CHORD REACTIONS. (size) 5=141-0 (min.0-1-8).4=1-8-0 (min.0-1.8) Max Hoa5=78(LC 8) Max Upllft5=104(LC 8), 4=-63(LC 1) Max Grav5=341(LC 1), 4=40(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.5=2991119 Structural wood sheathing directly applied or 1-8-0 cc puriins, except and verticals. 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.Opsh BCDL=S.Opsf; h=16ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconarment with any other We loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104lb uplift atjoint 5 and 63 lb uplift atjoint 4. LOAD CASE(S) Standard PE 1 i ` ' 7�051 f t Y I, -STA NALIEG\\�\\ // JOB cuss ruse ype y Mw zos remma TA00MA-ARTISMLCR V4 VeOey 1 1 Joh Reference o tional ......._..� ...._ - IDizRvGRVJa037wfORk01RzgY1mRu-RzeV76AS73MKJrel. V08w moGB2zNReH - _M1 1A5 20 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Ico) Ildell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1M TC 0.03 Ven(LL) n1a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES MIS 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC20171f P12014 Matror-P Weight 4 Ile FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1.8-5 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid coifing directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1.1=8-5 (min.0-1-8), 2=1-85 (min. 0-1-8), 3=141-5 (min. 0-1-8) Max Horz1=27(LC 8) Max Upliftl=S(LC 8), 2-28(LC 8) Max Gmv1=48(LC 1), 2=38(LC 1). 3=22(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 01b) or less except when shown. NOTES- 1) Vlmd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.W,, 8CDL=5.0psf; h=16ft; CaL 11; Exp C; End., GCpi-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 2) Gable requires continuous bottom chord bearing. 3) This buss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) Bearing atjoint(s) 2 considers parallel to grain value using ANSIffPI 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 9lb uplift at joint 1 and 28lb uplift atjoint 2. LOAD CASE(S) Standard /� PE 7 051 f I