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Home My WebLink AboutTRUSS PAPERWORKSOUTHERN TRUSS Southern Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772)464-4160 " Fax: (772)318-0015 Job Number. J1900223 Customer. Ryan Homes Name: RYAN HOMES J5113 L-25 SCANINIRD Address: BY CiOp ST, ZIP: General Truss Engineering Criteria $ Design Loads Building Code and Chapter. ComputerProgmm Used: MiTek Version: tgmyi4: Gravity: 37.0 psf ROOF TOTAL LOAD WA Wind BuBdingAuthadly: 0 mph from Unassigned This cover sheet is provided as per Florida Statute 61 G15-31.003 in lieu of signing and sealing each individual sheet An Index sheet of the truss designs is attached which is numbered and with the indentification and date of each drawing. Engineer of Truss Design Package B,iat. ft. Bfeakfy FL Reg. Eng. No. 76051 2590 N. Kings Highway Fort Pierce, FL 34951 No. Date Truss ID# 1 02211191 A1A 2 0221119 A2C 3 0221119 AX 4 0221/19 ACE 5 0221/19 1 A4B 6 0221119. AQ 7 02121/19 A5B 8 0221119 A50 9 02211191 A6B 10 0221119 AM 11 02MM9, A7A 12 0221/19 AM 13 0221/19 A8 14 02121119, A9G 15 0221119' A10D 16 02121/19 A11DG 17 0221/19 CJ2 18 0=11W CA 19 0221/W CJB 20 0221119' D3G . 21 0221119 _. J2 ___J2A 22 0221119 23 0221119 J4 24 0221119' J6 25 022119 JB FILE COPY REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC Page 1 of 1 i TYPICAL DETAIL @ CORNER_ - HIP NOTE NDS=National Design Specifictions for Wood Construction. 132.5j per Nail (D.O.I-Factor=1.00) rids toe nails only have 0.83 of 'lateral Resistance Value. 12 'ter Tol ALLOWABLE REACTION PER JOINT Q UP TO 2W = 2-16d NAILS REWD. Q UP TO 394f = 3-16d NAILS REV. Typical jack 48' — attachment 1,®®EME �7tf•I�i�l�if•I the TYPICAL. CORNER LAYOUT k 6 Typical Hip-jacw attachment CHORD HANGERS FASTENER GIRDER JACK M-0 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC -- - - - -- 2-16d nails -- --- J5 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - BC -- - - - -- 2-16d nails - - -- - J7 TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC -- -- - -- 2-16d nails ---- - HIP JACK GIRDER (CJ7) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC ---- WMNLIM GRADE OF WAIBLR LOADMG (PSF) snt CF 0—= T.G 2t4 SYF }2 P L a FBC2017 20 WEES 2x4 SYP Ne.3 wnOM 6PACQiG 00 10 ZA' O.C. SOUTHERN Fort Pierce Division TRUSS . 2F 0 N,�9� �95°?. -COMPANIES-- - (ao0j232-0509 (77z)4m Tt 60 - - - - — - -- LAge//...evu .mn Fax.(772)319-0016 Bn'Sn ;M. Bleakly Struet Eng #76051 2590 N. Kngs Highway. Ft Pierce. FL 34951 772-464-4160 TYPICAL DETAIL @ CORNER -HIP NOTE NDS=Notional Design Specfictions for Wood Construction. 132.5# per Nail (D.d.l_Factor=1.25) nds toe nails only have 0.83 of lateral'' Resistance Value. 12 12 two& i ALLOWABLE REACTION PER JOINT ® UP TO 265f v 2-16d NAILS REQ'D. UP TO 394# = 3-16d NAILS REQ'D. Typical jack 4,T attachment 2-16d na➢ O TYPICAL CORNER LAYOUr 3-16d na➢ O Typical Hip -jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1-J3 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - -- - -- 2-16dnails - - - -- JS TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - 8C - - - - - -- 2-16dnails - - --- TC - - - - - -- 3-16dnails ----- 8C - - - - - -- 2-16dnails ----- HIP JACK GIRDER (CJ5) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - - - - -- 2-16dnails -- -- GRADE OF LUMBER 19ADING (PSt-7 snt IHCR 0 2t4 SYP 1TOP L 2a2 n==7 _ 2 SiP 2 Banow W 10 2x4 SYP No3 SPACM 21V a.¢ SOUTHERN Fort Pierce Division TRUSS Fort rt Pierce Kings FL 34951 COMPANIES - -- (800)232=05d9-(772)464-4150 — ----.__.--- NtR// Fax:(772)31 B-0016 Brian, M. Bleakly Struct Eng #76D51 2590 N. 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S:5 ::: 2 ...1 --' :.4 • .:.15d' a:q;; '-.'S6d!a; 1D40. 1435 1220 135' i~•a '.' :N548.; .:i•`. d1S48 -1:38 -.,3.5I ' 6- �', z •.1:.- .-::.-B :_tfid "4.: : "76d`r.: 138 .7510: 166 135' ..<: =�_l "•, - :__.-.. 3f0i46 .., .,' - .iR6':.' : ,16: •.14.:3.518 341E 4;13 g - .- �,2:, ] 718: •. •• �•_ - � :' ;ID .10d '44C `s;•20A`-: °. 1250'. 14051515 753 -.10- ifid = 4: 'W'-30d t-' 14M 16711 180D 755. _ HI616';.4 ? 5:::.-'}2• •r. 1... ^ 'i. 4'•iY6d':-4': ?i'J6d -i: 18955.1235 1300 1155 ..18ZW-: - HISOW .: :1C::518 3-, .:'2'..:fi :. ',?.4*::4. -466 -.4:z ."lfiq = IMS 12aS I 13M 11S. •? K•=7' 2. '.T: - : 6 AN =.66+ :.•_l6d :, 16'B 1850 im 1B10• Ole:. H1548F `. 'HOSM ', .14 •&SS ; :7-.' 2 : • ] . :' =:- 6 ; . tfid ' 6- lfid'. 163 1d50 19% 1810 - :H01�,�'5;=-- .• 10Nfi'�: ;• ;`i4: 9.-Bf16 :6•tfl6 &12�-1-7/8...01n 777 Mtit: .' 11. *12: ;.t6d. ' 4 .:. _10E,, ; - 1Zi0 1�0 1490 780 6 1850' � m6 •1170. - - ": '• '9NGI8, •. "14" &9d8 - •b-1B8' 2-12 '.-. • . 8M. Ma[ •8 -12. ::7fid •. .4 _ '�'-. 11jd:; ' - '•:- ima ism 1490 A5, 6., 48M 2a85 2235 1170 :•cv. f8H8.. -':i j1-.;'HU�B_i-'`. 7' :{4::"34f16 8-14116 -2-12 •1-L8.. `- Afm' 1Ja�. -10,..:: t4 ':]�: •.{:.,�'.•. 1ad,' 75W 1735 185 .78D' F2. :'6:: 2155 2CiL �0 • ' - 10748E?.',,.; ...: , . . '• NUGB '; .. "1� • ..: > 9-&15 16;1[JI6, 2:42 • ... ,-::.. ,1Bn'' 10 ':16d , 4 ' -- . '„ 10d. :.• 1540 '1735 INS 780' • hhnr. - 14 . 2155 '2430 .2610 .1170 . .1648 11548 MILD 18 3S/8 &718 2 1 'a -,,a. l6d- 4 - Ind 1325 '1510 160 • 135 N5410 18 3-518 B-716 2 1 8 IN 6 16d, ISO' MOO. 230 ISM min f 0410 16 3-SM6 8-918 2 1.1/8 - 16 10d 6 tUd 20M 2245 2420 1135 16 IN 6 1 10d 215 2SM 28M 1335 101548 H1 A 14 3S8 7 2 1 6 18d 6 1fid 16S min INS .Iwo, MS48F J KSO48 14 3.518 7 2 1 fi I 16d 6 IN 1625 .IM 1995 "1810: HUB NU4B 14 9.9118 &15A8 2.12 1-118 Mln 10 16d 4 10d 1610 1813. 780 Yat 14 fi 215 2300 200 1170. 400 1048F HUGB 14 9-9116 MEN 2-1/2. mm 10 l6d 4 10d 1540 1735 ism ''780 . Nat 14 6 2155 24MX 2630 1.11311 H1S410 H05110 14 3-0 8-7f8 1 2 1 8 IN 2170 -2465 HIS4lOff H0Sf410 14 &518 &7Ai 2 1 8 Ind 2170 2454 10)410 - HU410 14 Ssfl6 &13f16 2-12 1-118 88n 1141rd fi 10d 215 2430 . ]Iat 10 3000 39N 1-'11M- HU10F l81C410 14 3-M6 &13f16 2-12 - 10e 5Ind ZSS 24M Hax10 p080 .SA3"WIGIF SM MIL0410 14 3.9I16 9 3 1-12 6 WSS ®15 5590 31, R1, F82 1)1'p]Bbadshambeenkxnm d6D6forwhd QaIsmI b2fth0lmfherlrma... 563pmpsa8ted. 21Ind dnlms(0.148 dla.x 3.114' Imd may be used at 0.84d8a Ift load whee Ind mmma am spedle&Thb dm natap*IoJS, HS, INS dadld hwwm 3)WSi Wood Saeweae 1/4• x 3• Imp and ae bddrd w8h HDO haggis 4)nM& 10driab am 0.148' disxr Wa l6d mUs ae dtfir dax&12• bnp. Hes padtuds Q epdated pmdid b8n�m ae 61 hhae tam. cmadaORdsh Nstmemstee! MOW= 8HN XTkIpbiNe 119 i� i MINIMUM ONAOE OF Ll1M9ER 1br chord W DYP 12 OFF. #1/12 or w.O.r 010 VDrt4 W(') ON 2a{ SP 12H OR DFF 11/12 or b.11.r WIOF 244 M? 17 or Dlll.r (9•241N7 It M70 WN A 4L O'"WED ON 94 Mq . (M am IActi YAW 70 IYmY mmmOm 7mn MOD (�,•iat �4T-10 -L�H*m fON .�s�&. NEAR ROOM: mmm DDIWN0. CV. 0, HM WA. NAND TD IAr6 Far. rrpI L��r 2� o UINONOAa IIamONm —0' a i vw i EV-0o 20'-0" Max (49 ' i9ES AT 2��40 0.01 KAXIM 90�� ;pp� . l TRUSS COMPANIES unlA.....►.a...r, ID YA UNLmpt-06V%ggmm((0.17e Aa��tt77 P 00.EOR 0N�O! 6MG[ VALLY o AXIr.' 6 ALLI'r WIII ONIo 7 M WR VALLEY VHR00AL HMW 1NY NOT SWIM 12'-0'. • TDP tgloRp or I PIXgTN VALLH aLT War It OMOm 1rI1H� DPCOX�ATTAIRW. Ilan INIATFINO APPLrW ►NOa TO V W NWOI Or6us AT W am ON A9 atmot aP[DOIED ON Nxa01EWa' 3p m DE7WN 6t VALlE1'.TND9lm. W W W DN OF PUlO87 IPAOOIO A7 aP[CRIW ON �IWNM IIryIALLIDP�-0Wm9ION.RWa p Epp a 7pp pp p 7Na ("'�6INIA7N 7NL Y7�lLlYp 10 YRP.VVI��ALOND 7NC atWP4 OR 7N[ 7WPrCNORO.allat (.�) Wi00t aPN�S DAY 9E OWLT Aa UW AV U1E VaOIOAL HMHr DOE! NOT comb ta'-U•. soma CHORD NAY 0E awn OR nwm car As axown. END QV WOW m JOINfONOETNL . FWINQ TO LL 20 20 PSF TO OL 10' 16 PSF 60 DL 10 10 PSF 6o LL 00 DO PSF TOTAL LOAD 40 40 PSF 0AV601 = 1.25 1.25 c p 5PF p HF RN sp DFL o HF m o n ■ SP DFL SHFEC L ti 0 I m r F G�,�bl� �,r�cs �'r�a��. ��-��i1 5 n In I r of VAN . QMIE 7FUM YBIPJ1 nel" UUvpeyLM pULO ro ooRmr�mea 19 t�A40.i� pew RpON�IIRplm�rmjj 1ARN• to _3FF��°R�ON InNo). wLx IFNUR�I. Bt A mum or oux or wo e a al, BUT A o u p e HEl7. pdt�lond mlIoPP7nVp ' ngmw' (IP0.d u....l,.,un Tnkel Load 80 {'SF -T-'Ypic�t Pi MINIMUM. GRACE OF UIMBFR IT pChord 2x4 8YP JR ar hxtixr oll Chad 2x4 SYP /?< ar bxllxr Webs 2x4 8YP j3 or bdLr MRBI lO ROLM OEM FOR DAB= PIMO APACE Pla ymm VO MS AT 0 00 MAx. TOP AN.0 b0R04 CHC80 !PIKE! um BE 8Moo010) 80 THAT ONE APACE A RBr 0�[IIILY BWIX ANOR I. WH R90"Ulu RFPO170 1001003 ra SUMP OgON FOR MURID PURUN SPAaINo. MR DUAL 6 MPIICAM FOR TIIE FOILOMHO WOOF CONORIMM WiLlPH WOOL 70' NFAN NOG A= 7.10 CLOSM BIRO. l0mmP ANYWIIDR IN floor. 1 ML FROM camr Vww 140 pHW_ 0, W (tpCA7P AryNHTO 01�5 R[.�g1EC1�NWpD00 'Mn PV ww 70 , R�aBIa Par, WRA BOr04.0 p5r. Pllnia 7AA u Bd7l erAGO AM SPACCPD4 00 MAX n opnmw SKJOE D *ATTACH PIGGYBACK WITH TRLCS MGM P C WEB BRACING CHART WEB LENGTH REQUIRED BRACING 0' TO 7'e' NO BRACING 10 Or BRACE. SAME GRADE; SPECIES AS WEB 7'9" TO 10' MEMBER, H WITH NAILS ATGId} IX WEB ATrA Bd 2x4 or BRACE. SAME GRADE, SPECIES AS WEB 10' TO 14' O%CE MEMBER.' ATTACH WIRTH 16d NAIISNATn4" �1 JOINT - SPANS- UP TO -- TYPE 30' 34' 35' 52' A 2x4 2.50 2.50 3x5 B 05 5x5 5x5 5x5 C 1.5x3 1.5x4 1.5x4 1.5x4, D 5x4 5x5 5x5 5x8 I I. C C ' CDx PLYWOOD WITH 4—+5d NAU IN EACH BOTH FACES O '4'—U" O.C. MAX. %VV ca r r-i T r-1 g GerYan lndq Y ml Oa nryl.. y d him 4dpnv, Pab nx• h a raWon.mnum mdm bmm w aa0aid bud E0 admebw Maximun Loading ` BSpof at 1.33 DumUon Factor IIeqar� BOpaf at 1.25 OuroUan Factor F {IrU• 47pof at 1.15 Duration Factor iam fthm SPACING AT 24" O.C. SCAB -BRACE -DETAIL I ST-SCAB-BRACE Note: Scab -Brag to be used when mt*=us lateral bracog at mldp*d (or T-Bmm) is impractical. Scab mustcovertulf length ofweb +A 6'. THIS DETAIL IS NOTAPLICABLE WHEN BRACING 0 — REOU IRMAT4aPOINTS OR MRACE IS -SPECIFIED. - APPLY 2x SCAB TO ONE: FACE OF WEB Will 2 ROWS OF 10d'(YX U.1317 NAILS SPACED 9"O.C. , SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETfFR) AS THE WEB. • • MAXIMUM WEB AXIAL FORCE', 2500 Ibs MAXIMUM WEB LENGTH S� BRACE 2X4 MINIMUM WEB -SIZE - MINIMUM W� GRADE OFIti NaSs� / Sewn DetaB ®r Scab-Bram Web Scab -Brace must be same species grade (or better) as web member. L-BRACE DETAIL NaTmg Pattern. L-Brace size Nag S'de . Nafl Sparing 1x4orB 10d 2x4, 6, or B 16d Note. Nall along entire Ieng% of L-Braca. •' (On Two-PVa Nall to Both Pfass): WE \ Web L-Brace must be some species grade (or better) as web member.. Note. L-Bracing to be used when continuous literal bracing b impraaicaL L brace must cover 8096`ofweb lengttr_. . L-Brace Size forOne-Ply Tnrss Specified Continuous Rows of Lateral Bracing 1 2 [!2xEB 1x412B2X8 ». — DMEcr suBBTrrL M ON NOT APUCABLE L-Brace Size forTwo-PlyTn= Spe iffed Cotinuous Rawl of Lateral Bracing Web Size 1 2 2x3 or2x4 2x4 2x6 2xB «. 2xB 2xB ... —oar suBsmuncH NorrApucmrE, T-BRACE / I -BRACE DETIA& Note: T-Bracing I 1-Bracing to be used when continuous lateral bracing is impractical. T-Brace! I -Brans must cover 90% of web length. Note: Tiffs detall NOTto be used to w&edT-Brace! 1-Brace webs to continuous lateral braced webs Nailing Pam T-8race size Nail Size Nail Sparurg W or US 10d S" or- 2x4 or 2x6 or 2x5 16d W D.C. Note: Nail along entire length vf:T-Brace 11-Br=a (On Two -Pays Nall to Both Pries) . Naffs Section DeWD T-Brace Web. alternate Position Nab We I -Brace SPACING Brace Size for One-ft. Truss Specified Continuous Rows oft aferal Bracing Web Sae 1 2- 2xBw2x4 1A T--Brace 1x4 I -Brace W ix6(q T-Brace 2x61-13race 2x8 120 T-Brace W 4Brace Brace Size for Two-ply Truss Specified Continuous Rows of lateral Bracing Web Sae 1 2 2x3 or 2x4 2x4 T-Brace 2x4 i Brace 2x6 - 2x6 T-Brace 2x61 Brace W 2%BT-Brace . I e__ T Brace I 1-13race must be sane species and grade (or better) as web member. - n NOTE ti SP webs are used in the tnss,/x4 or US SP braces must be stress rated boards with design values that are equal to (or better the truss web design values For SP truss lumber grades up to 42 with 1)L bracing material, use IND 45 for T-Bri6a"race For SP tr as lumber grades up to 91 with 1)Lbracing material, use IND 55 for T-Btacell Brare JA INN nss ype Y a LeMa 1633-0A A1A COMMON 3 1 Job Rdpmm a _ 6m0Mn Irmn. FL�ierm, FL, 34951 ID:m'41emipMN) MTQMULw�rynfwzavandU-4noJX6Gxd?daa cyCU6h10i/�vG: 1 B-2B 169./ ...'^ 31�19 9BS'! 4640 It �tl 8613 19 O10 61LL8 -5116In 415 =,0 3x5 — 315 = 34 0 3x5 c 3x6 = 3x5 5r9 \\ tJ-0 4f�4 a.aB 1a+-lz 161A zBa'r z4ss 4s�a 4s4-0 , hL�� BP1��F B4H I au1� I 6&11 o4a +aB Plate Offsets (X Y)— f2:041.0 0.1-141 10'0-0-0 0.1-141 M2'0.512 0.1-41 f18'0-512 0.141 LOADING(psf) SPACING- 2-0-0 C51. DFFL in poc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.51 Vert(U) 023 16-18 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.95 Vert(C-r) -0.5215.16 >999 180 BCLL 0.0 Rep Stress Inc YES "a 0.81 Horz(CT) 0.16 12 n1a n1a BCDL 10.0, Code FBC201?11PI2014 Matrix-5 Weight 255111 FT=20% LUMBER - TOP CHORD 2z4 SP M 31 •FxcepP T1: 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS (size) 19=0-8.0 (min. 0.2-1),12--0-" (min. 0-2-1) Max Horz 19=177(LC 8) Max UPINHG--603(LC 8), 12-603(LC 9) Max Gmvlg=1727(LC 1), 12=1727(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied a 3-3-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. WEBS 1 Row at midpt 3-19, 9-12 FORCES (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less exceptwhen shmm. TOP CHORD 1-2=-618/157, 2.3=756823, 3-4=29SW1047, 44--2834/1068, 5-6=24501914, 6-7=2450/914, 7.8=283411068, 8-9=296811047, 9-10=7561323, 1011=18H57 BOTCHORD 1-19=1881627,18-18=1042I2752, 17.18=-8172452, 16-17=8172452,1576=-45D/1838, 14-15=-64012453,13.14=6402453,12-13=-8652752, 11-12=1881627 WEBS 7-15=619/460, 7-13=158/401, 3-19=23781757, 10-12-4231364, &12=23791758, 249=42MB5 NOTES- 1) Unbalanced roof We loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3- nd gust) Vasd=124mph; TCDL=42ps(; BCDL=S.Dpsf, h=15ftCaL II; Exp C; Fsd, GCpF0.18; MWFRS (envelope); cant8ever left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconatrrentWith any other five loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjoint(s) except rib) 19=603, 12=603. LOAD CASES) Standard 1 60 � �n ', �4(/ Z // /:,tOR)o %NA; 5x5 = 5.00 12 6 3x5 O 5 3x6 i 34 4 3 4 4x54 4i5 -- 2 1 515 = 7 Dead Load Deg. =5H6 in 3X5 e 316,1 9 3>5 10 4x5C 11 4.65 J 12 5r6 = 20 19 78 17 16 15 14 13 &B = 4e6 = 2x4 11 4x6 = 3r6 = 3X5 = 3x5 = 2x4 11 4x.5 3x5 = 415 = 1.0.0 8-25 14•&10 22-0-0 2450 31-10$ 36571 4541-0 4650 ♦—Jth 7_7 5 1 Gas 1 7-4� 1 2b0 1 7-2-6 1 6-7-5 1 7-25 Plate Offsets (X Y)- [1:032 0.3-01 11.0-1-6 Edae7 [12:0-3.2 0-3-0]1171311 Ed9e1 --- LOADING(psf) SPACING- 2-0.0 CSI. DEFL in pot:) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.95 Vert(LL) 0.41 17-19 >999 240 -MT20 244MSO TCDL 7.0 Lumber DOL 125 BC 0.93 Vert(CT) .0.70 17-19 >792 180 BCLL 0.0. Rep Stress Ina YES WB 0.60 Hom(CT) 023 12 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix5 Weight 26616 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP NO2 BOT CHORD WEBS 2 A SP No.3 SLIDER Left 2x6 SP No.2 4.0.2. Right 2x6 SP No2 4.0.2 14/ESS REACTIONS (size) 1=D-8-0 (min. 0-2-0),12=0a0 (min. 0-2-0) Max Hum 1=167(LC 9) Max Upliftl=679(LC 8), 12--579(LC 9) Max Gmv1=1702(LC 1), 12=1702(LC 1) FORCES. Pb) - Max CompJMax. Ten. -Ali forces 250 pb) a less except when shown. TOP CHORD 1-2-3642M172, 2-3 M53/1188, 34=30611/1016, 45=2944/1035, 55=23671812, 6.7=2137/787, 741=2387/812, 8-9=2944/1035, 9-10=3066H 016, 10-11=555311189, 11-12�364211173 BOT CHORD 1-2D=1161/3279, 19-20=1161/3279, 18.1g=-8772774,17-18=877/Z774, 16.17=5002137,1516=71012774,14-15=7102774,13-14=994/3279, 1243=99413279 WEBS 3-20=0M9, 3-19-5701320, 5.19=102/476, 5-17=909/497, 6.17=180/643, 7-16=180/643, 8-16=9091497, 8-14=1021476,10-14=5701321,10.13=0=9 Structural wood sheathing direcily applied. Rigid mMng directty app0ed or 2.2.0 or baing, Except 5-5-8 oc bracing: 19.20 5.10-13 oc bracing: 13.14. 1 Row at midpt 5-17. 8-16 NOTES- 1) Unbalanced root five loads have been txmsidemd fathis design. 2) Wind: ASCE 7-10; Vuh--160mph (3,second gust) Vasd=124mph; TCDL=42psF BCDL=5.DW,, h=15R 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) This truss has been designed for a 10.0 psf bottom chord live load nonconarrrent with any other Ilve loads. 5) Provide mechanical connedon pry others) of truss to bearing plate capable of withstanding 10D m uplift atjeird(s) except OV41J)1=579, 12=579. LOAD CASE(S) Standard Seri' I ATE / i P 40RIDFi \\� /�S�S�0NA' 2 Dead Load Dee.-1N in 5.00 rl2 315 = 3x4 = 4x6 = axe = 3x4 = 4x6 = 30 = 5x4 = w�or, &7-12 A-1-4 63-0 944 6-1-12 Plate Offsets (X YI (1103-10 03-0]17'D-5-4 0.2-8] 18:0-2-9 03-M 111'0.2-00-2-121 LOADING(psf) SPACING- 24)-0 CSI. DEFL in, (loc) 9de8 Ud PLATES GRIP` TCLL 20.0 Plate Grip DOL 125 TC 0.76 Vert(LL) -02312-14 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.88 Vert(CT) -0.50 12-14 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.69 Horz(CT) 0.13 11 nfa Na BCDL 10.0 Code FBC20177fP12014 MatrixS Weight 242 to FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP N0.2 •ExcepP Bt: 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left W SP Not 3-7-12 REACTIONS (size) 1=0.8-0 (min. 0-1.8),11=041-0 (min. 0-1-13) Max Homl--213(LC 8) Max UpliIH=523(LC 8). 11=-481(LC 9) Max Grav1=1542(LC 1), 11=1642(LC 1) BRACNO- TOP CHORD Structural wood sheathing directly applied or2-2-0 od purlms, except end ver5cals. BOT CHORD Rigid ceiling directly applied or 64-9 oc bracing. WEBS 1 Row at midpt 5.15. 7-15. 6.14 FORCES. (m)- Maz CompJMax Ten. -Ali forces 250(ib) orless exceptwhen shown. TOP CHORD 1-2--3245A084, 2.3=3166H099, 34=29B31973, 4.5--29211991, 5$=21601/28, 6.7=19371720, 7-8=20331689, 8.9=1984fe25 BOT CHORD 1-17=113312922, 16-17=83912460,15.16=-83912460,14.15=44011815, 13.14=52411928, 12-13=52411926,11-12=-418H3D8 WEBS 347=231322, 517=1301551, 5-15=7191431, 6-15=103/503, 7-15--170/348, 7-14=921361, 8-14--2191257, 8-12--318M74, 9.12=911652, 9-11=19431831 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10-. Vult=160mph (3second gust) Vasd=124mph; TCDL=4.W. BCDL=5Aps , h=15tt Cat 11; Exp C: End., GCpi=O.18; MWFRS (envelope); Lumber DOL--1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcorrentwith any other live loads 5) Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 1001b uplift at joint(s) except ")1=523, 11 =481. LOAD CASE(S) Standard Dead Lead Des. = 7H8In 5x5= 5x7= 5.00 12 6 7 3x5 4 3x5 O 3x6� 5 8 3xe 5 g 2x4\ 4 4x5-1 IM 10 5x5= 3 Me 4x5G Sd= 4x51— 2 Iva 13 _ 1 21 20 19 18 17 16 is 14 4x5= 5x8= 4x6 = 3x5 = 418 = 3x8 = 3x5 = 416 = 3x5 = 3x5 = 7x10 11 3x8 = 47a 1a1-u zo-aa �.aa asus 4us 7 its-1z "" sa.o 1 �-e t.o.o Plate Offsets OLYF 11:0-0-14 rdoel It•0-3-2 030] 17'OS4 0.2-121 I10.0-2-8 0.1.121 I11.OS4 Etlpe] f13:0-0.4 EtlAe] f13.0-1-0 Edpa1. f14:63-8 04-81 115:0-2-4.0-1-S LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in Qoo) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Verl(LL) -0.34 18 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.89 Vert(CT) -0.7416-18 >763 180 BCLL 0.0 Rep Stress Ina YES WS 0.62 Horz(CT) 0.20 13 n/a rda BCDL 10.0 Code FBC20171rP12014 Matrb(S Weight 267 lb FT=MA LUMBER - TOP CHORD 2x4 SP No2'Excepr T&2x4 SPM 31 BOT CHORD 2x4 SP M 31 -Except' B2: 2x4 SP No2 WEBS 2x4 SP No.3 WEDGE Right 2x6 SP No2 SLIDER Left 2x6 SP No2 3.7-12 REACTIONS. (size) 1=G8.0 (min. 0-1.8), 13=0-" (min. 0.1-8) 'Max Horz1=152(LC 8) Max Upliftl=,573(LC 8), 13=586(LC 9) !Max G40=1751(LC 1), 13=1751(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. SOT CHORD Rigid ceiling directly applied or 6-1-2 oc bracing. WEBS 1Row at midpt 6-19. 7-19,8-18 FORCES, Qb).- Max CompJMax Ten. -All forces 250 Qb) crises exoeptwhen shown. TOP CHORD 1-2-3757/1206; 2-3=3672/1220, 3-1=-0501/1096, 4.5�MO1114, 5-6--2692/878, 6.7=2432/S49, 7.8=2732/886, 84=-0697/1236, 9-10= aSI S/1225, 10-11=5761M 924, 11-12---3134/1167,12-13=-3631/1208 BOTCHORD 1-21=11MV3390, 20.21=1HIM 46, 19-20�893MR6,18.19=5542470, 17-18=-61013107,16.17=-810MI07,15.16=1203/3914,14-15=1621/5195, 13-14=1049/3224 WEBS 3-21=3131319. 5-21=127/539, 5-19>714/430, 6-19=1721675, 7-19=277/180, 7-18=2491/36, 8.18=875/492, 8-16=2171744,10-16=-629/402, 10-15=554/1618, 11-15=752/403,11-14=2329/668, 12-14=478/1498 NOTES 11 Unbalance roof We loads have been considered for this design. h=15% CaL II; Exp C; End., GCpi=D.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL-1.60 plate gnp UOL=1.eu 3) Provide adequate drainage to preventwater ponding. 4) This truss has been designed fora 10.0 psf bottom chard rwe load nonconcurrerd with any other lwe loads. 5) Provide mechanical connection (by others) of into bearing plate capable of withstanding 100 Ito uplift atjoirlt(6) except Qt=lb)1=573, 13=SS6. LOAD CASE(S) Standard f� P 60 1- i t iN -- ---'- - SATE �\ - 3 •a.3-�� <v s'oNIA1_1�NG\\\\�� JobN59 NSS ype OaNend Lake 183371A MB YID t t Job Refe ce (oc5one11 6wiham Names, Rn PlarceL, 3495A -- RwC 9.2aua Gc3i 2u�e'rrir¢o33060G2t 2019 NRak lnducln�.Inn llm Fpa 2114:15: 72019 Pape1 ID:ny4lmn)paiiB ifOZIITg Zinl)v-v1GgWrgtNuoDJTvDhz4kQWWnbQ5WPeemEgs:ivGC ta-o 1 sloe 1aa+o 1&ee z3-ao ze.90 xs9 ssstt uao ase 5+a oao Dead Load Def.- 3116 in Ar 517 = 1 2x4 It Sx7 = 315 = 3x4 = 415 = 3x4 = 3xe = 3x4 = 3x6 = 3x4 = 5x4 1J BB-0 taOe ..... 3680 %11.16 42.7A O f-0. g{a 6S1 12- Plate Offsets tx Yl-traslo 0-3-01ta:os-a o-z-Bi ra:o-sa az-9t ttzo-z-0o-z-lzt LOADING(psl) SPACING- 24141 CSL DEFL in ox) I/dell Vtl PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC OAl Vert(U) 0.1917-19 >999 240 MT20 244H90 TCDL 7.0 Lumber DOL 125 BC 0.73 Vert(CT) -0.3817-19 >999 180 BCLL 0.0. Rep Stress Ina YES WB 0.77 Hoa(CT) 0.13 12 r9a rda BCDL 10.0, Code FBC20171TPi2014 MalrixS Welght:25311; FT-20% LUMBER - TOP CHORD 2x4 SP Not BOT CHORD 2x4 SP No2'Fxcept' B1: 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 337 REACTIONS. (size) 1=0-&0 (min. 0.1.8),12=0." (min. OA-13) Max HDrzi=198(LC 8) Max Upltftl= 508(LC 8), 12--461(LC 9) Max GNV1=1542(LC 1). 12-1542(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc purfins, except and ver5rals BOT CHORD Rigid calling directly applied or 65-3 oc bracing. WEBS 1 Row at midpt &16 FORCES. (lb) - Max CompJMax Ten. -AD forces 250 (Ib) a less except when shown. TOP CHORD 1-2=327011052, 2.3=119011 D55, 3-4=3047/959, 4-5=29MI)75, 5-0=23351817, S-7=2129/823, 7-8=21291823, 8-9=2102/744, 9-10=18721585 BOT CHORD 1-19=10932945, 18-19=-8492583,17-18=84912583,16.17=5882104, 1&16�51511881,14.15=55911887,13-14=559/1887, 12-13=-33911102 WEBS 3-19--257275, &19=10&467, &17=-651/388, 6-17=186/568, 7-16=32g240, &16=189/543, &16-Nr4275, 9-13= 461222,10-13=171/807, 10.12--18311570 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=4.2psf; BCDL-S.Opsh h=15R Cat. 11; Exp C; End., GCpi=0.18; MINFRS (envelope); Lumber DOL=1.6D plate grip DOL--1.60 3) Provide adequate drainage to prevent Water poring. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconaurent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) owept ")1=506. 12481. LOAD CASE(S) Standard \\\\\\`M Bl�ej�� -- _ 80 1 i — �=o �o•�,c3t3d tti�� 70-NA i 5x7 = 5A0 12 6 3x50 3x66 5 204 N 4 4x5 4 3 4x5 4 2 2x4 II W = —7 8 3x5 O Dead Load Dot =114 in 5x5 = 54= 1213 5 — 22 21 20 19 18 17 16 15 14 4x5 = 3x5 = 4x6 = 3x5 = 3X = 3x5 = 4X6 = 3,5 = 54 = 4x5 = 6x10 f-t4 �soa to4i sea i fa4a I zua I zsao I 3SSf2 I +zaa 1 s.a z f-w Plate Offsets (%Y)- 11'0-1.6 Edoel I7'0.32,0301 18'0-5-00-2-81 (8'0-5-4 0-2-01 114'0-M Edge] 114:0-0-11 0.1-101 115:04-0 0-1.81 LOADING(Pst) SPACING- 2-0.9 CSL DEFL- in Om) Wall Ud PLATES GRIP` TCLL 20.0 Plate Grip DOL 125 TC 0.51 Vert(LL) 0.28 19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.77 Vert(CT) -0.63 20-22 >999 180 BCLL 0.0 Rep Stress lncr YES V B 0.92 Horz(CT) 0.1 B 14 We Na BCDL 10.0 Code FBC2017frPI2014 MabbcS Weight2T71b FT=20°% LUMBER- BRACING - TOP CHORD 2x4 SP No2'Except' TOP CHORD SWctind wood sheathing directly applied or24-8 oc purfins T4: 2x4 SP M 31 130T CHORD Rigid ceiling directly applied or 63-12 0o bracing. SOT CHORD 20 SP M 31 'Except' WEBS 1 Row at midpt 9-t8 B2: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No23.0-9 REACTIONS. (size) 1=0-8-0 (min. 0.1-8),14=0-6-0 (min. 0-1-8) Max Hor41=137(LC 9) Max Upiift1-=545(LC 9), 14=.S91(LC 9) Max Gwl=1713(LC 1), 14=1814(LC 1) FORCES. Ob).- Max. CompJMax. Ten. -AU forces 250 (lb) a less except when shown. TOP CHORD 1-2=3701H165, 2.3=3645/1179, 34=3467I1050, 4.5=340711060, 5.6=27681948, 6.7=2850/978, 7.8=2650/978, 8-9=27971948, 9-10=3488/1060, 10-11=27D01856, 11-12=2683879 BOT CHORD 1.22--11408340, 21-22--88112981, 20-21=-081/2981,19.20=637OM3, 18-19=4340/2518,17-18=86613166,16-17=856/3166, 15.16=109213612 WEBS 3.22-254283, 5.22=84)455, 5-20=-i52/391, 6-20=19D/565, 6-19=143/429, 7-19--3171238, 8-19--133/411, 8.18=1831565, 9-18=797/434, 9.16=0/409, 10.16=47=86, 10-15=1698/610,11-15--30WI064,12-14=1661/554,12-15=-6592420 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=4.2psf; SCDL=5.0pst h=1511: Cat II; Exp C; End., GCpc0.16; MWFRS (envelope); camUever left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) Pmvkle adequate drainage to prevent water pmu9ng. 4) This truss has been designed for a 10.0 psi bottom chord live load noneonament with any other We loads 5) Provide mechanical connection (ry others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except Ot=lb)1=645. 14=591. LOAD CASE(S) Standard / 60 1 / 1 ter i/V = ` --S ATE ---� --- - ip0 PP cuss rasa YPe Y 02UMW Lake 1gy}pA p58 HIP 1 1 Job Reference aouNeJn Truss, Fl. 'rm, FL, RD 71201T'o 91 MM 2Iaa 301NjPn83 njvmemTOZUjO D:y4im�3JjOD0g iMwPus7t8riWe;FldncdIL6TYFpamb 2iD1.l1E1t:u151:U/8ic2y0F1KBulPaei9veG1O t+o 67-tz ae.or Iz-2a stz ts.o.o � 7� Dead two Dell. - We In 5.00 12 U7 = 2x4 II 6x7 = 315 = 2x4 II 5x5 = 3x8 = 5k5 = 3x6 = 21(611 t+a 67-tz tsao zt1.o aoaa aao+ az.2.a rz a -a .I.a a4 at-u Bad Plate Offsets (X Y)— 11:D310D301 15'0.54 0.2 121 P'0-54 0-2-81 (11'0.2-12 0.1-01 112:0.2-80341 114'0-2-8 D3.41 LOADING(PSI) SPACING- 2-0.0 CSL DEFL In poc) Well Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 121 TC 0.99 Vert(LL) 022 13-14 >999 240 UM 2441190 TCDL 7.0 Lumber DOL 125 BC 0.93 Vert(CT) -0.4113-14 >999 180 BCLL 0.0 Rep Stress Inc YES WS 0.68 Horz(CT) 0.14 10 nia n/a BCDL 10.0 Code FBC2017/fP12014 MatdxS Weight 2381b FT= 20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No2430 REACTIONS. (sae) 1--048-0 (min. 0.1-13), 10=0E-0 (min. 0.1-13) Max Hom1=183(LC 8) Max UpMH=-487(LC 8), 10= 483(LC 4) Max Grav1=1 S42(LC 1), 10--1542(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. WEBS 1 Raw at mbpt 314 FORCES. (b) -Max. Comp.)Max. Ten. -An forms 250 (lb) or less except whw shown. TOP CHORD 1-2--3245/990, 23=a16l/1007, 3-0=254WB77, 45--2535I901, 58=24=960, 6-7=2423/960, 7-8=21791781, 8.9=17661573, 9-10=1513/492 BOT CHORD 1.15=973/2918,14-15=973)2918,1314=702Y2283,12-13=58811936, 11-12=505/161 D WEBS 315=0/335, 314=723/424, 5.14=114/513, 5-13=1231377, 6-13�146/33B, 7-13=272f765, 8.12--99/480, 8-111-6851315, 311=559/1779 NOTES- 1) Unbalanced roof five bads have been considered for this design. 2) VAnd: ASCE 7-10; WIt=160mph (3second gust) Vasd=124mph; TCDL=12pst,, BCDL=5.0psF, h=15fK 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other five loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at —lb) 1=487, 10=483. LOAD CASE(S) Standard �o `. �� 4 ORiDi%G�� Dead toad Deft - SM61n 5.00 12 W = 2x4 II 5x1= 7i1D 11 2x411 SX5 3a 3x5= 3x5= 4x5= 4x8 = &a = 6x10 // asu 1 1s.og 1 naa 1 agaa I �as-e 11171 �aa.o no-o stt-tx ga-g ibe Plate Offsets (X Y)- 11:040 4 Edge] 11:0-1-0 Edael I4:0S4 0-2-121 fG:0-5-0 0-2-8] I8:0-5-40-2-8] 11ZO-M Edge1 112A-0-1 t 0-1-101 113:0-4-0,0-1-M, 11B:0-3-0 -3-01 LOADING(pst) SPACING 2.0-0 CSL DEFL in (1w) 11defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.98 Verl(LL) 0.31 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.95 Vert(CT) -0.59 14-16 >936 180 BCLL 0.0 Rep Stress Ina YES WB 0.91 Horz(CT) 0.15 12 Na n/a BCDL 10.0 Code FBC2017/PI2014 MatrbrS Weight 282 lb FT=20-A LUMBER - TOP CHORD 2M SP Not *Except* T2,T1: 2x4 SP M 31 BOT CHORD 2z4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2 REACTIONS.. (she) 12=0-8.0 (min. 0-1.8), 1-0414 (min. 0-1.8) Max Hor21=122(LC 8) Max Up0M2-593(LC'5). 1�524(LC 8) Max Grav12=1814(LC 1).1=1713(LC 1) BRACING TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid cemng directly applied or7-8-1 oc bracing. WEBS 1 Row at midst 2-18 FORCES. (lb) - Max. Cbmp,/Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 1-2=3725/1160, 2-3=298611018, 3-0=289611039, 4-5=300611149, 5-0=300611149, 6-7-29751105Z 7-8=388111247, 8.9=28941943, 940=3140/978, 1(I-11=4641153 BOT CHORD 1-18=102713361, 18.19>1027/3361,17-18=7592682,16-17-7592709, 15.16=92413089,14-15=92413089, 13-14=1006/3529,12-13=1621465,11-12=162/465 WEBS 2-19-0/346, 2-18-764/451, 4-18=1091523, 4-17=204/BD7, 5-17-452a40, 6-17=201/570, 6-16-166/579, 7-16-542/367, 7-14=2281= B-14-159266, 8-13=15741395, 9-13-28411027,10-12=15901600,10-13=731/2389 NOTES- 1) Unbalanced roof live loads have been considered for this deslgn. 2) Wind: ASCE 7-10; VuIr160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft Cat II; Exp C; End., GCpi=0.16; MWFRS (envelope); canb7eva left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) ProNde adequate drainage to preventwatar pondmg. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other We loads 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uprifl atjoird(s) except (tzlb)12=593, 1=524. LOAD CASE(S) Standard / 60 1 \ __ / _ t ruaa � � tsxp t0330A Abe HIP 1 1 Job Reran 'onel pNheln Tnm,Ft fx, FL, 34p31 nw[aseue w��,o no,. a<o., ID:m4imniPmK8mT07JUjiwrynljv-KcoE-0hYAIGNNCUvpXnM7JCurrytXdfnrgb7uRBsrvGN 1� 10-1ta asa7 azaa ao-ta 'sa° pyp 114 1 aaa Dead Load Deft. =5116 In 55= 3:/ _ 34 = 3x4 = 5x5 = 3,5 =F, 2x4 II 3xe = 4x6 = 3x4 = 1. 4x6 = 2x6 II 3X8 = 3x6 = 1J-0 1 ]dp 140a 6f-0 ]3J-0 p�-0 p]80 pia a9•}8 41Z'9 4 Plate Offsets OC YI— f1'0310 0-301 I1:0$-6 Edael 112'0-2.4 61-9] LOADING(psD SPACING. 2-0-0 CSI. DFFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 125 TC 0.90 Vert(LL) 02715.17 >999 240 LIT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.84 Vert(CT) -0.5215-17 >984 180 BCLL 0.0. Rep Stress Ina YES WB 0.74 Ho2(CT) 0.16 11 Na Na BCDL 10.0 Code FBC2017/fP12014 MahuS Weight237lb Fr=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2'Excepr 82 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Leh 2x6 SP No-2 3-7-14 .REACTIONS. (site) 1=0-8.0 (min. 0-1-14),11-Mechanical Max Mom 1=155(LC 8) Max UpfdH=498(LC 5),11=518(LC 4) Max Grav1=1581(LC 1), 11=1581(LC 1) BRACING - TOP CHORD SWduralwoodsheathingduedlyapplied, exeeptendverticals. BOT CHORD Rigid ceiling directly applied or 5-10-7 oe bmeing. WEBS 1 Row at midpt 5-17.7-13 FORCES. On) - Max. Comp./Max Ten. -Ali forces 250 (lb) a less except when shown. TOP CHORD 1.2=338511092, 2-3= 3260/1108, 3-0=2810H 020, 4-5=2547/982, 5-6=2861/1111, 6-7=2861/1111, 7-8=21691856, 8-9=2406/883, 9.10=20201686, 10.11�15421528 BOT CHORD 1-18=10D813049,17-18=100613049, 16.17=100612875, 1516=100812875, 14-15=9 5812730,.13.14=9592738,' 12.13=-606A 839 WEBS 3-18=0274, 3-17=Z&VW5, 4-17=1971742, S77=-602261, 7-15=221326, 7-13=891/J73, 8-13=1431593, 9-13=101/475, 9.12-611291, 10-12---641/1938 NOTES- 1) Unbalanredroof five loads have been considered for this design. 2) Wnd: S (envelope); Lumber DOL(--1.60 plates sl) asd =1Z00 h; TCDL=4.2psF BCDL=5.Dpst; h=15ft; Cat II; F� C; End., GCpi=0.18; MWF3) Provide adequate drainage to preverdwater ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load n0nconcunentwith any other five loads. 5) Refer to girder(s) for thus t0 truss connections. 8) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at)osd(s) except 01db)1=498, 11=518. LOAD CASE(S) Standard (� 60 1 \� I Dead Load Deli, = Sr6In SO = 2x4 II Us = 3,5= ax7= 5Ao 12 3 4 5 6 7 5x5 = 5x5 = 3x5 6 e 2 2t4 4 f0 40 11 1 12 _ 4XB 20 19 78 17 18 1s 14 13 5's 7x10 II 2x4 II 3x5 = 4x = 312 = 3x5 = 3x5 = Us = 4x6 = 4A = 14)-0 7-l.9 14-0-0 20J4 264-t2 32-8-0 30.74t 474]-0 4841A Plate Offsets (X Y)- N1 04)4 Edge] rt'0-0-14 Edpel 13:0-540.2.81 17:654 0-2-121 M2.032 0-3A1 1121-3S Ed9el LOADMG(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 125 TC 0.90 Verl(LL) 0.41 16-17 >999- 240 Mf20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.99 Vert(CT) -0.7016-17 >812 180 BCLL 0.0 Rep Stress Ina YES WB 0.70 Horz(CT) 022 12 n1a n1a BCDL 10.0 Code FBC2017/rP12014 MatrixS Weight2641b Fr=20% LUMBER - TOP CHORD 20 SP No2'Excepr TV 2x4 SPM 31 BOT CHORD 2x4 SP M 31 -Except' B2. 2x4 SP No2 WEBS 2x4 SP No.3 WEDGE Let 2x6 SP No.2 SLIDER Right 2x6 SP No.22-3-1 REACTIONS (size) 12=0-8-0 (min. 0-1-8), 1=0.&0 (min. 0-1-8) Max HomI=107(LC 9) Max Uplift12=-S54(LC 5). 1=556(LC 5) Max Grav12=1751(LC 1),1=1751(LC 1) BRACING - TOP CHORD Structural wood sheathing direly applied or 2-2-0 oc pudins. BOT CHORD Rigid calling directly applied or 5S2 oe bracing. WEBS 1 Row at midpt 6.17 FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=384311261, 2J�323911172, 3-�76I1350, 4.5=347611350, 5E=347611350, 6-7=-352811368, 7-8=338311227, 8-9--3395N769, 9.10 =384511224, 10-11=-374811274, 11-12-380311267 BOTCHORD 1-20=109413470, 19-20=109413470, 18-19=9052928,17-1B=9o52928, 16-17=1157/3528,15-16=959rd086, 14-15=95913086, 13-14=118813746, 12-13=Y113/3416 WEBS 2-20=0/301, 2-19=.6201377, 3-19-102/442, 3.17=-320/875, 4-17=352264, 6.16=396247, 7-16=272/757, 7-14-1411554, 8-14=7901386, 8-13=110D1481, 9.13=-399/1238 NOTES- 1) Unbalanced roof five loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=1 Oomph (3-second gust) Vasd=124mph; TCDL=4.2psF SCDL--5.epsh h=15% Cat. II; Exp C; End., GCpl--0.18: M WFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater pending. 4) This truss has been designed for a 10.0 psi bottom chord live load noncencurrentwith any other live loads. 5) Provide mechanical mnnertton (by others) of truss to bearing plate capable ofwdlistanding 100 to upIM adjoin(s) except Qt-1b)12=554, LOADCASE(S) Standard Y•� \ f f7 P 60 1 \i %�\ 3�t3•l %�� (o Job inussType UM 1833DA A7A HIP jwy Iny lGaMand 1 i Job Reference igoonall aam� rr1�,rl: rer¢, ram, aana, Dead Lead Deff. -318In W= 5 an 4 2M II 5 3X= 3)2= e 7 E� 11 14 Ord= 2x4 11 315= 4x6- 34= 2A 11 5xB VVB= 3x8 2*4 11 f7Li"— &1 27z�34&0 40-04 45b-0 Plate Offsets (X.Y)— 11-03-2.0.341, 11:0-1-0,EdneL 14:0.5.4.0.2-12),111:04 4.D-0.5j,116:0.2-8,0.1-81 LOADING(psl) SPACING- 2-04 CSL DEFL In pod) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.57 Vert(LL) 0A115-16 >999 240 MT20 244/190- TCDL 7.0 Lumber DOL 125 BC 0.94 VeNCT) -0.7115-16 >767 180 BCLL 0.0 Rep Stress Inc YES WB 0.66 Horz(CT) 024 11 rda n/a BCDL 10.0 Code FBC2017/rP12014 Mabix-S Weight2461b FT-20% LUMBER- BRACING - TOP CHORD 20 SP M 31 -Except' TOP CHORD Structural wood sheathing directly applied or 243-8 oc purims. Tt: 2x4 SP N0.2 BOT CHORD Rigid calling directly applied or 2-2-0 0e bracing. BOT CHORD 2x4 SP No2 WEBS 1 Raw at midpt 7-16. 7-13 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SPNo23-2-0, Right 2x6 SP N023-0.7 REACTIONS. (size) 1=0.8.0 (min. 0.2-0), 11=0-8.0 (min. 0-2.0) Mm Horz 1-92(LC 11) Max Up(df1=555(1-C 5), 11=559(LC 4) Max Gmv1=1677(LC 1), 11=1677(LC 1) FORCES. (lb) - Max. CbmpJMax Ten. - All forces 250 (to) or less except when shown. TOP CHORD 1-2�i640/1232, 2-3=3555H246, 34=3210/1187, 4-5=3754/1498, 5-0-7501498, 6-7„3754/1498, 7-8=2838/1112, S---307811167, 9-10=3263/1144, 10.11=3337A134 BOT CHORD 1-19-108213281,18-19=1 o8213281,17-18=9572924,16-17=9572924, ' 15.16=1302/3713, 14-16=130213713, 13.14=13a2/3713,12-03=962rA27, 11-12-96212927 WEBS 3-18=418/2BB, 4-18=-69/396, 4-16=43511113, 5-16=4311325, 7-15=0/300, 7-13-11611455, 8-13=2131796 NOTES- 1) Unbalanced roof Me loads have been considered for lids design. 2) Wind: ASCE 7.10; Vu1r160mph (3second gust) Vasd=124mph; TCDL=4.2pst; BCDL=S.Opst h=1Sit Cat 11; F_ttp C; End., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcunerd with any other five loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift ht joint(s) except al--Ib)1=555, 11=559. LOAD CASE(S) Standard B-- - NA/// f 60 �l jot ruea fuss ype IfLeim I633-DA A7D Was 1 1 Job Reference (ppt mgn Soumem rasa , Ft rre, FL, 34951 rxurt usnu a < rn 451 2ma Pap 1 IO,ny4imnmnlpmNjemTOZIUjOvcynljvapVARkVaccOEVmgSX20vGIGJ6xJM W173FId�YGS iii 6Si t2-00 1&7-4 27.0.72 34$0 - � 42514 56-74 7-74 7SE - •4 7• •8 4108 5$2 Dead Load Dal - 318 in SA = 06 = 5.00 12 21 2x4 II Sx8 = 20 3x5 = 19 4xe = 20 II 5 3x6 = 31di = e 7 17 2x4 II sxs = Sxs = SxS= 4 � j10 16 1S 14 3,8 = 313 = 4x8 MT20HS= LOADING(p" SPACING- 2-0-0 CSI. DEFL in (be) Well Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.75 Vert(LL) 0.45 17-18 >999 240 W 20 2441190 TCOL 7.0 Lumber DOL 125 BC 0.87 Vert(CT) -0.7517-16 >755 180 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 033 Horz(CT) 023 13 n/a rda BCDL 10.0. Code FBC2017frP12014 Matrix- Weight 265 to FT-20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 -E=pt- TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc purlins. T2,T3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 581 oc bracing. BOT CHORD 2x4 SP M 31 -Except- WEBS 1 Row at midpt 7-18.7-15 B1:2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-0-10, Right 2x6 SP No.2 2-6 REACTIONS. (size) 1=O-8-0 (min. 0-2-1),13=0-8-0 (min. 0-1-) Mau Horz1=92(LC 10) Max UprrM=583(LC 5), 13=579(LC 5) Max Gr4v1=1751(LC 1), 13=1751(LC 1) FORCES. Qb) - Max. Cbmpimax. Ten. - All forces 250 (Ib) or less excaptwhen shown. TOP CHORD 1-2=383D113D2, 2-3=377311316, 3.4=-340011267, 4-5=d03411605, 5-8=A03411605, 6.7=4034/1605, 7.8=332811299, 8-9- 3542/1359, e-10=.3254H2O8, 10.11=352611263, 11-12�3738H359,12-13�3797N351 BOT CHORD 1-21=114813455, 20-21=1148f3455, 19-20=1023/3097, 18.19=1023/3097, 17-18=-1451/4108,16.17=1451/41D8, 1516=1451/4108, 14-15=1147/3468, 13-14=1188/3419 WEBS 3-20=415I291, 4-20=-621d94, 4-18=480H238, 5-18= 4291324, 7-17=0fd13, 7-15=10711408, 8-15=29411014, e-15- 44SM97, 9-14=-832/366,10-14=-32411037, 11-14=226/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=42W. BCDL=S.Opsf; h=15ft; Cat II; Exp C; End., GCpi--0.16; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) AD plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except GI=Ib)1=583, 13=579. LOAD CASE(S) Standard _... SiATE Y --1-- -- Ss�ONAt- ENG �� -a ( Z I Deed Lead Deb - 33In 5.00 12 Sx7 Sx7 294 11 3a = 3x6 = 224 II = 4 5 6 7 8 9 MASON =05 U 5, = 19 1817 16 1514 13 54 4x5 = 3x5 = 4X6 = 2x4 11 3za = 315 = 4x5 3X = 4x6 = i 10.D0 i 16&14 I 23hD 1 2&11-2 i 38ba I 458-0 48$A nnn s n Plate OOsets (X Y)— 11:03-2 0.3-01 r1'0.1-0 Edgel f4,04i-0 0-2-121 IB'0.5-0 0-2-121 112:0.3-2 0.3-01 r12:1311 Edael-(15:0.1.8 0-1A1 rl7:0.3-00.1-81 LOADING(psf) SPACING- 24)-0 CSI. DEFL In (loe) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.47 Verb 0.50 16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.47 Vert(CT) -0.801647 >692 180 BCLL 0.0 Rep Stress Inc YES WB 0.72 Horz(CT) 020 12 Na n/a BCDL 10.0'. Code FBC2017/TPI2014 MabixS Weight 242 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP Nc.2 *Except* TOP CHORD T2,T3: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No2 2-7-5. Right 24 SP No.2 2-7-5 REACTIONS. (size) 1=0-8.0 (min. 0.1-8),12=0-8-0 (min. 0.1.3) Max Horzt=76(LC 8) Max Upliftl=589(LC5),12=589(LC 4) Max GMV1=1702(LC 1), 12=1702(LC 1) FORCES. (lb) - Max. CompJMax Ten. -AD forces 25D (lb) or less except when shown. TOP CHORD 1-2-3669/1354, 2.3=5615/1370, 3d=343011292, 45=4323f1750, 5-=-323H750, &7=-432311750, 7-8=432311750, 6-9=4323/1750, 9.10=3430N292, 10.11=3615/1370, 11-12--366911354 BOT CHORD 1-19=1188/3306, 1&19=1071f3146, 17-18=107113146, 16.17=1745/4701, 1&16=1745/4701,14-15=1DBM146, 13-14=1068/3146,12-13=119513306 WEBS 3.19=194274, 4-19=291374, 4-17=-62511471, &17= M/293, &17=522)176, 6-16=0f2B2, &15=5221176, &15=3851293, 9-15=82511471, &13�301374, 10-13=1941275 Structural wood sheathing dhe applied or 2-9-0 oc purlms. Rigid railing direly applied a 5-11-4 oe bracing. NOTES- 1) Unbalanced food We loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-m nd gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opsf; h=15% Cat II; Exp C; End., GCpI=0.18; MVuFRS (envelope); cerdi ever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Povide adequate drainage to prevent water pondfng. 4) This truss has been designed for a 10.0 psf bottom chord We load noncontu fend with any other Eve loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Wings) except Qb4b)1=589, 12=589. LOAD CASE(S) Standard Dead load De6.- 9H6In 5.00 Fl2 6xg = 2x4 11 US = 5x6 = 2x4 11 4,4 = 61B = 4 22 23 5 : 4 25 6 26 277 28 8 29 EM 9 31 32 10 2„a c ME MPP PAN .-izip �-Aplilim--MMAIPF - E:d Sr6= 21 33 34 20 19 35 18 36 37 38 17 39 16 75 40 41 14 5r8= 4X6 = 3x5 = 4x12 MT20HS= 2x4 II 3,2 = 3,6 = 3x5 = 4x6 = 44 = 4x10 MT20HS= t+o 45aa sa-0 I 1su2-io H s�oii 1 M7 1i614 —I Plate Offsets mn- H:D32.G3-01. rl:Do-14.Edoe1 14:0-34 04-01 r10:034.0-0-01 r13:OJ-2.03.01. 113:1 3.3.Edgel 115:0.2-0.0.1.81, f17:0.2-0.0.1-61, r20:0-3-0.0.2.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In Qoc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.85 17-18 >647 240 LTT20 244/190 TCDL 7.0� LumberDOL 125 SC 0.70 Vert(CT) -1.2017-18 >459 180 MT20HS 1871143 BCLL 0.01 Rep Stress Inv NO WB 0.82 Hoa(C) 0.25 13 n1a nla BCDL 10.& Code FBC2017/IP12014 Matra-S Weight: 5251b FT=20% LUMBER - TOP CHORD 2x4 SP No2'Exrept' T2,T3: 2x6 SP No2 SOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x5 SP No22-0-1. Right 2x6 SP No22.0.1 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 13=D-8-0 (min. D-1.8) Max Hom1=60(LC 11) Max Upli81=1531(LC.5), 13=1531(LC4) Max Grev1=3348(LC 1), 13=9348(LC 1) FORCES. (lb) - Max. CompdMax Ten. -Ali farces 250 (lb) or less except when shown. TOP CHORD 1-2=755913553, 2-3=75D51355/, 3-4=768913660, 4-22-10895/5257, BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-13 oe pudins BOT CHORD Rigid telling directly applied or r.l0-14 oe bracing. 22-23=1089615257, &23=10897I5258, 5-24=1089615256, 24.25=10896/5256, 6-25=10B96/5256, 6.26=1274516132, 26-27=1274516132, 7-27=1274516132, 7-28=1274516132, 8-28=12745/6132, 8-29=12745/8132, 29-3D=1274516132, 930=1274616132, 931=10889/5256, 31-32-1088815256,1032--1088715255, 10.11=7690r3661,11-12=7605/3557,12-13=755913552 BOT CHORD 1-21=-3184I8814, 21-33--33DB/7138, 33-34-330517136, 20-34=3306,7138, 19.20=-6011112731,19-35=8011112731,18-35=6011N2731,1836=-6011H2731, 3637=6011/12731, 3736--6011/12731, 17-38�-S011112731,17- 9=5134H068$ 1639=-5134110888, 1576=5134110888, 1540=33D4/7137, 40-41-3304f/137, 14-41=-3304/7137,13.14=-318215814 WEBS 0.21=238/530, 4-21=0p179, 4-20=2080/4308, 520=7381630, 6-20=21231994, 6.18--01519, 8-17=7041614, &17=99912148, 9-15=1750I1104,10.15=207814298, 10-14=D/480, 11-14=239/532 NOTES- 1) 2-py truss tp be connected togetherwim 10d (0.131"4") nails as follows: Top chords connected as follows: 2x4 -1 row at Da-0 or, 2x6. 2 rows staggered at 0-M tie Bottom chords connected as faltows: 2x4 -1 row, at 0-M ca Webs colmeatm as follows: 2x4 -1 row at 0.94 or 2) Ali loads are considered equally applied to all pries, except d noted as from (F) or back (8) fare 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. live loads have been considered for this design. 4) MWFRS (emrdope);ucuMe left anted dBMBexposed W2mberhDOL=1. 0 Plate Brie DOL= bph=151k Cat II: Exp C_End.. GCpi=D.18`�\�iPN�GEN F.``//�--- _ 5) Provide adequate drainage to prevemwater ponding. 6) Ali plates are MT20 plates unless otherwise indicated. / :6� _ -�-. - 7) This truss has been designed for a 10.0 psf bottom chord live load nonconanentwith any other Me loads. ) 8) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 100 to uplift at)aint(s) except 1 f* I^+' _13--1531. l _ - -� . S ATE -/; Continued on page 2 i o . ,c3'R''/ trite: NOTES- 9) Hanger(s)or other connection devire(s) sha8 be provided sulfident to support concentrated load(s) 2221b down and 281.lb up at 8-0-0, 1071b down and 1501b up at 10-0.12, 107 m down and 150 in up it 12.0.12, 107 lb down and 150 lb up at 14-0.1$ 1071b down and 1501b up at 16.0.12, 107 lb dawn and 150 tb up at 1840-72.107 lb down and 150 lb up at 20-0-12, 107 @ down and 1501b up at 22-O-IZ 1071b down and 1501b up at 234-0,1071bdown and 150 m up at 24-7-4,107 W down and 1501b up at 26-74,107 @ down and 150 lb up at 28-74, 1071b down and 1501b up at 30-74.107lb down and 1501b up at 32 74,1071b down and 150 lb up at 34-74. and 107 m down and 150 to up at 36-74, and 222 @dawn. and 281 lb up at 3848.0 on top chord, and 2681b dawn and 117 fo up at 8-0-0, 80Ib dwm at 10.0-12, 801b down at 12.0-12, 8011ndoom at 14-N12, 80 Ib dawn at 16-0.12, BO tb down at 18-0.1$ 801b down at 20-0-12, 80 lbdoom at 22-0-12, 80Ib down at 234-0, 801b down at 24-74, 801b down at 2674, 801b down at 28-74. 80 m doom at 30-74, 801b down at 3274, 80 m doom at 34-74, and 801b down at 36-74, and 2681b dawn and 1171b up at 35-7.4 on bottom chord. The desi9Nselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead t Root Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 14=54, 4-10=54, 10-13=54,1-13=20 Cencenlydted Loads (lb) Vert 4=175(F)10=175(F) 10--54(F) 21=268(l 20=54(F) 5=107(F) 6=107(F)18=64(F) 8--107(F) 17=-54(F) 9=107(F)15=54(F)14=268(F) 18=-61(Fj 22=107(F) 23=107(F) 24=107(F) 25=107(F) 26=107(F) 27=107(F) 28=107(F) 29=107(F) 30=107(F) 31=107(F) 32--107(F) 33=-51(F) 34=54(F) 35=54(F) 36=.54(F) 37=54(F) 38=-54(F) 39---54(F) 40--M(F) 41=.54(F) 60 1 tx iM = SATE�'- `140RVD iG��\�� ///�sS'/OIVIAL ii 5x8 = 5.00 12 4 2x411 36=Us= 2x411 _ 5 T 6 7 8 9 Dead Load Dell.-71161n IPM�m q� --, U 5tdh= 19 1s 17 16 15 14 13 Sx8 = 4X6 = 3,5 = 4x6 = 2x4 II 34 = 3x5 = 416 = 3x9 = 4x6 = 1r0--0 10-041 I-7b4 �tt_o 4-0-0 1 I -0 ft Plate Otfseffi(XY)- 110-3.2.03-0) 110-0-14Ed5el f4'OS720.2-81 f9'OS12.62.8] 112:03-20-3 112133Edhel 115.0-2-0111-87117'0-3-80.1-81 LOADING(psf) SPACING- 2.0-0 CS1. DEFL in (Ioc) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.52 Vert(U) 0.65 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.50 Vert(CT) -0.8916-17 >642 180 BCLL 0.0: Rep Stress Ina YES WB 0.83 Horz(CT) 022 12 n1a rda BCDL 10.0. Code FBC2017/rPI2014 Matdx-S Weight 2471b FT= 20% LUMBER - TOP CHORD 2x4 SP No2'E=W T2,T3: 2x4 SP M 31 SOT CHORD 2x4 SP M 31 WEBS 2x4 SP Ns.3 SLIDER Left 2x6 SP No2 2-7-5, Right 2x6 SP NO2 2-7-5 REACTIONS. (size) 1=0-8-0 (min. 0-1.8),12=G-8-0 (min. 0-1.8) Max Horz1=76(LC 9) Max UpWH=-610(LC 5). 12---616(LC 4) Max Grav1=1 751 (LC 1). 12=1751(LC 1) BRACING - TOP CHORD Suuchmal wood sheathing directly applied or 2315 oo purrms. BOT CHORD Rigid oemng directly applied or 5." oc bracing. FORCES. (lb) - Max. CompJMax Ten. -AO torus 250 (lb) or less except when sho TOP CHORD 1-2= 3788H403, 2-3=.3734/1419, 3-4=3555/1344, 4-5�5564/1851, 6456411851, -74 6564/1851, 7.84564/1851, 6-9=-456411851, 9-10=-355511344, 1&11=373411419, 11-12378811403 BOT CHORD 1-19>124313414, 18-19-1119MVIZ 17-18=111913262, 16-17c185114979, 1516=1861/4979,14-15=111613262,1314=1116f3262, 12-13=124WU14 WEBS 3.19=185272, 4-19=28/375, 4-17- 678H599, 5.174051308, 6,17=51301192, 6-16=01293, 6.15�5601192, &15=-4051308, 9-15=-67811599, &13=2=75, 10-13=1851272 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= 42psf; BCDL=5.Opst h=151k Cat II; Exp C; End., GCpi=O.la; MWFRS (envelops); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This miss has been designed for a 10.0 psf bottom chord rive load nonconcunentwith arty other live loads 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 m uplift atjoint(s) except Gt=Ib)1=610. 12=610. LOAD CASE(S) Standard / 60 1 / /%/ss ONA1 ENGZ\�� r5' 5.00 Ff2 M= 44 = 4 22 23 624. 2 4x4= 5r6= 2x4 II 4x4= 6x9= 26 276 28 7 29 9 30 31 :a 933 34 35 10 2xd Dead two Dell. =Siff in ME 911 e:b Sh6= 21 36 37 20 40 39 4078 41 42 43 1744 45 16 15 4647 48 14 Sh6= 4x6 = 3x5 = 4xI0 MT20HS= 3x5 = 3x8 = 3h0 = 3x5 = 4x6 = 31(7 = 4RI0 MT20HS= 1+o axed �AFp a4n 1 usu 1 xials naI I 4bBz 2 I aaa as.ao a7.00 , f—OO -�� 14 sL2 ski 64BS14 Plate Offsets (X V)- 11:0-3-2 0.3n1 11:0-0.14 Edoel 14:0J-4 04-07 I70.0.3-4.04-01 H3:032 03-01. 113:1.3-3 Fd9e1. I15:03-0 0.1-8] 120:0.3-0 0-1-81 LOADING(psQ SPACING- 2-0-0 CSI. DEFL In (loc) War Lid PLATES GRIFI TCLL 20.0 Plate Grip DOL 125 TC 0.69 Vert(-L) 0.92 17-18 >618 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.71 Vert(CT) .1.29 17-18 >440 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina NO WS D.BB Hca(CT) 0.26 13 We Na BCDL 10.0 Code FBC2017fIP12014 MatrixS Weight 539 lb FT=20% LUMBER - TOP CHORD 2x4 SP Nc2'Except, T2:2a6 SP No2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 24 SP No2 2-0-1, Right 2x6 SP No.2 24 -1 REACTIONS. (size) 1=0-8-0 (min. 0-1.8),13=041-0 (min. 0-1-8) Max Hcrz1=S0(LC 9) Max UpIM=1550(LC 5),13=1563(LC 4) ,Max Grav1=3395(LC 1), 13=3401(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-0 cc purlins. BOT CHORD Rigid ceSmg directly applied or 6-10-0 cc bracing. FORCES. (lb) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2-766913596, 2-3=761513601, 3-0=7810/3709, 4-22=1121915400. 22-23=1122015401, 2324=11221/5401, 524=1122215402, 6.25=1308316275, 25.28>1308316275, 26.27=13D8316275, 6.27=1308316275, 6-28=13092/6276, 7-28=1309216276, 7-29=13092/6276. 8-29=1309216276, 8.30=1309216276, 3031=1309216276, 31.32=1309216276, 932=130921WS, 433=11230/5407, 33--4=1122915406, 3435=1122816406, 10-35=1122715405, 10.11=782613716, 11-12=762913608, 12-13=768313604 BOT CHORD 1-21=-3224/6913, 2136=4135217248, 36.37=335217248, 3738=335217248, 20-3B-=217248,19-20=-5282111220,1939=5282I11220, 3940-5282/11220, 1840=52Wn l220, 1841=6157113083, 4142-4157113083, 4243=.8157113083, 17-43 =6167/13083,1744=5284111227, 4445=5284111227,1645=5284111227, 1516=Z284H 1227,1546=-3357P262, 4647�335777282, 4748=336717262, 1448-3357/7262, 13.14=322816925 WEBS 3.21=238/545, 4-21=0/485, 4-20=2171145D8, 620=175811124, 5-18=9882135, 6-18= 691/587, &17=6761585, 9-17=9832136, 9-15=1757H 723, 10.15=216814500, 10.14--01489, 11-14=239/547 NOTES- 1)2-ply truss to be connected together with Ind (0.131"M nails as follows: Top olrords'connected as follows W. I row, at 0.9-0 oc, 2x6 -2 rows staggered at G." oc Sudan chords connected as follows: 2x4-1 row at 0-9-0 oc Webs connected as follows: 2x4 -1 row at 0-9.0 oc 2) AB bads are considered equally applied to all pries, except B noted as front (F) or bark (B) taco in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) a (B), unless otherwise indicated. \\ \P � 3) Unbalanced root live loads have been considered forthis design. \� � i \GEN& -' <05- 4) Wind: ASCE 7-10; Vicent=l6oco mph (3-send gust) Vasd=124mph; TCDL=42psf; BCDL�.OpsF, h=15ft Cat xp C; II; EEncl., GCpkO.AZ \' F MWfRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ` 1 6� � \1 5) Provide adequate drainage to prevent water pending. 6) AD plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord Iwad n e loonconcurrentwith any other live loads. _ Continued on page 2 .. _ _ .. _._ _ ... -p11 S ATE -" �`. 3•r3.14v� `•�CORiD 1(? Joe Tllg I ruse type Irly02WW LOW 1641-DA A11DG HP 7 2 Job Reference o bnal ID:rry 211YSS621GP SunlWn Ta, FL w=.LM51 R=810C27reTwF tmmiMNemTOZlUwcjMj"LhH60?ndzY4ShM6yd61pBKKgliaatfl NOTES- 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except Q -- b)1=1550,13=1553. 9) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated load(s) 222 lb down and 281 Ib up at a.o.G, 107 lb dam and 150 lb up at 1040-12, 107 to down and 1501b up at 12-0-12, 107 Ohdown and 150 m up at 14-0-12, 1071b down and 1601b up at 16-0-12, 107 lbdown and 150 lb up at 1 BO.12,1071b dawn and 150 Ib up at 2O4-lZ 1G7 m down and 1501b up at 220.12,107lbdown and 1501h up at 24.0 71Z I07 m down and 1501b up at 28b12,107 Ib down and 1501b up at 28-O-12,107 Ib down and 150lbup at 30-G-12, 107 tb down and 150 m up at 324-12,107lb down and 15O Ib up at 34-0-12, 107lb da and 15D Ib up at 36412. and lO71b down and 15O lb, up at 38-0-IZ and 2221b down and 281 to up at 40-M on top chord, and 268 lb down and 1171b up at &M, 80 lb dawn at 10-0-12, 801b down at 12-0.12, 801b down at 144L12, 801b down at 1640-12, 801b dam at 1841-12, B01b down at 20-0-12, 801b down at 22612, BO lb down at 24.0.12, 801b down at 26b12, 801b down at 284-12, 80 m down at 3044Z 801b down at 32-0-12, 8016 down at 34b12, 80lb down at 36-0-12, and 80Ib down at 38.0.72, and 2681b down and 1171b up at 38-114 on bottom chord The designIselemon of such connection device(a) is the responsibility of others LOAD CASE(5) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (pit) Vert 1.4=54, 4-10=-M.10-13=-54,143=20 Vert 4=175(B) 7=107(B)10=175(B)19---54(B) 21=268(B)14=26B(B)16=54(B) 22-107(B) 23=107(B) 24=107(B) 25=107(B) 26=107(B) 27=107(B) 28=107(B) 29=107(B) 30=107(B) 31=107(B) 32=107(11) 33=107(B) 34=107(B) 35=107(B) 30- i4(B) 37=54(B) 38=.54(B) 39=54(B) 40=-54(B) 41=54(B) 42=54(B) 43=54(B) 60 1 - .. l-.0 ; s A7E j� 3 •t3•! cv �0o : QL ORI V cuss cuss ype I non 1634DA CJ2 MONO TRll6a 1 i Job Referee (plionall oumemTruro, Pbrpa, FL, 34951 urc 9]30 Ot1312016 Pmrt BXlO 212016 Nn' kIM-•trl�c, I Th 1d.iFi 562019 Pape 1 IDary4=j;MJ'8 TOLUjlwryn1j"PhH61h7ndzY4ShM6y361xvkU:lvwa t1t6NtrivGl am u LOADING(psf) SPACING- 2-" CM. DEFL in (loe) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(U) -0.0D 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.12 Vert(CT) 0.00 4-5 >999 180 BCLL 0.0Rep Stress Ina YES WB 0.04 Horz(CT) -0.01 3 nfa Na BCDL 10.0'. Code FBC2017FrP12014 Matrix-P Weight 10 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing direly applied or 3.2-13 od purlms. BOT CHORD 2x4 SP No2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Medmniral, 4=Mechanicel, 5=0-115 (min. 0-1-8) Max Horz5=18(LC 4) Max LlpldC1=20(LC 3), 4-29(LC 1). 5=201(LC 4) Max Grav3=5(LC 4), 4=36(LC 4), 5=276(LC 1) FORCES. (ib) -Max CompJMax. Ten. -Ali torus 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuh--160mph (3-second gust) Vasd=124mph; TCDL=4.2W,, BCDL=S.Opst h=1511; Cat It; Fxp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 3,4 except (p=1b) 5=201. LOAD CASE(S) Standard 60 1 1 _ l'O t ATE 40RIV : �� N�� s/0 I� LNG I�' ® II LOADING(psf) SPACING- 20-0 CSI. DEFL in (loc) (deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.18 Vert(U) -0.00 5-6 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.15 Vert(CT) 0.00 5-6 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.D4 HOR(CT) -0.01 3 nfa n/a BCDL 10.0 Code FBC21117fTP12014 Matmr-P Weight 17 to FT=20 LUMBER- BRACING - TOP CHORD 20 SP ND2 TOP CHORD Structural wood sheathing dire* applied or 68E co pur6ns. BOT CHORD 2x4 SP No2 BOT CHORD Rigid calling directly applied or 1044 oc bracing. WEBS 2x4 SP No.3 REACTIONS. AO bearings Mechanical except at --length) 6=4411-5, 5=0.11.5. Qb)- Max Horz6=81(LC 4) Max Uplift All uplift 100 lb or less atjoint(s) 3,5 except 6=192(LC 4) Max Grav All reactions 250 to or less at)oint(s) 3, 4, 5 except 6--259(LC 1) FORCES. (lb) -May CompJMax. Ten. -AO farces 250 (lb) or less exceptwhen shown. NOTES- 1)1Mnd: ASCE 7-10; Vuir160mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=5.Opst,, h=151q Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other five loads. 3) Refer to girder(s) for truss to thus connections 4) Provide mechanical connection. (by others) of truss to bearing plate capable of withstanding 100 m uplift atjoint(s) 3, 5 except (pub) 6=192. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 73 lb doom and 110 to up at 2-11-0 on top chord, and 20 lb doom and 71 to up at 2.11.0, and 2 to doom and 7 lb up at 2-11-0 on bottom chord. The design/selection of such 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 Inrrease=1.25 Uniform Loads OM Vert 1—q=54, 1.4=20 Concentrated loads (lb) Vert 7=36(F) 8=46(F=47, B=1) F`� / 60 L W' 1� j/ -LORIV /////`S%N� 0�\\\\ (� o L� I1833-DA C.M 4 1 Job Referene pti 3 0 Sw msv,R Mtca, F'L, 3C95f nwc alava w2120 AkDXSCeoNap e I IDary4lmnjpmNj8rn&Um3VTmM8t 1WbsAd6c1aD67)MIJvGF 14&14 iN I 4-41s 3X6 II LOADING(psf) SPACING- 2-0-0 CSL DEFL- in pod) Udell Ud PLATES GRIP , TCLL 20.0 Plate Grip DOL 125 TC 0.55 Vwt(LL) 0.06 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.56 Vert(CT) -0.10 6-7 >999 180 BCLL 0.0 Rep Stress [nor NO WB 023 Hom(CT) .0.04 4 We n/a BCDL 10.0 Code FBC20177rP2014 MatrlxS Weight 44 to FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 8-0-0 co purling. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ahTmg directly applied or 10-0-0 no bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanicai, 8=0-115 (min. 01-e), S=Medhanical Max HorzS=164(LC 8) Max Upp84=127(LC 4), 8=259(LC 4), 6=100(LC 8) Max Grav4-145(LC 1), 8=396(LC 31), 6=243(LC 1) FORCES. pb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2--4101189, 2-9=456216, 9.1D=459227, 3.10—414215 BOT CHORD 1A=177/4ll, 8-12=295/411,12-13=295/411, 7-13=295/411, 7-14=2951411, (1-14=295/411 WEBS 3-6- -0-4441318 NOTES- 1) Wind: ASCE 7-10; Vu1t=160mph (3.second gust) VasE=124mph; TCDL=4.2pst 13CDL=5.Dpst h=15ft; Cat. 11; Exp C; Encl., GCpF-0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This miss 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 psi bottom chord live load nonconcunentwith any other live loads. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joud(s) 6 except QMb) 4=127, 8=259. 6) Hanger(s) or other connection de%ice(s) shag be provided sufficient to support concentrated loads) 73lb down and 110 lb up at 2.11-0, 73 lb down and 110 m up at 2.11-0, 26lb dovm and 52lb up at &&15. 26 lb do/m and 52lb up at 5-8-15, and 58 ib down and 107lb up at B4i14, and 58lb down and 1071b up at 8414 on top chord, and 20 @ down and 71 lb up at 2-11-0, 20 lb down and 71 lb up at 2-11-0. 10 G down and 2 to up at 54L15, 10 lb dovm and 2 lb up at 5-8-15, and 27 lb dawn at 8-0.14, and 27 to down at 8-6-14 on bottom chord. The designlselection of such connection devices) 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 bark (B). LOAD CASE(S) Standard 1) Dead t Roof LNe (balanced): Lumber lnrfease=1.25, Plate Increase=125 Uniform Loads (00 Veit 1-0=57,1-5=20 Concentrated Loads Qb) Vert 9=72(F=36, B=36)1B=-33)12-W=47, B=47)14=-37(F=19, 13=19) xGEN so 49 1 414 = 40 = LOADING(psf), SPACING- 2-0-0 CSI. DEFL in (loc) Udefi Ltd PLATES GRIP , TCLL 20.0 Plate Grip DOL 125 TC 0.19 Vert(LL) -0.00 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.14 Vert(CT) -0.01 6-7 >999 180 BCLL 0.0 Rep Stress lncr NO WB 0.08 Horz(CT) -0.00 5 Na nta BCDL 10.0 Code FBC2017t1PI2014 Matrix-P Weight 38 to FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 6b0 ce pur0ns, except BOT CHORD 2x4 SP No2 and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 6.0-0 oc bracing. SLIDER Left 2x4 SP No.31.8-15 REACTIONS (size) S=G" (min. 0-1.8), 7=D-8-0 (min. 0-2.5) Max Horz7=64(LC 8) Max UplIfl5=121(LC 9), 7=707(LC 4) Max Gmv5=213(LC 18), 7=1971(LC 17) FDRCES. (lb) - Max. CompJMax. Ten. - All fomes 250 (m) or less except when shown. WEBS 2-7=-3371261 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vint--160mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=50ps , h=15fk Cat II; Fxp C; End„ GCpi=0.18; MWFRS (envelope); mntilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 pat bottom chord five load nonconorrrent with any other five leads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of wMstanding 100 to up[M atjoint(s) except (It--4b) 5=1121, 7=707. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 57 to down and 110 to up at 3-M, and 20Ib down and 571b up at 444, and 57lb down and 110 to up at S." on top chord, and 1622lb down and 543 to up at 1-2-IZ 23 to dovm at M-0, and 141b down and 2 to up at 4 4 , and 23 lb dawn at 5-74 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) lemon, loads applied to the face of the buss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=125 Uniform Leads (pit) Vert 1-2-Z4, 2.3=54, 3-4= 1. 15=20 Concentrated Loads (lb) Vert 7=1622(B) 1 S ATE �� . 3•e3•� 4v� loci :�G,ORtfl N \\\N 26 ]�-r cussI cuss YPe Y e." re DA n 10 t Jo6Referenoe( pdona0 �. UNMIII Truss, a Piarw, FL, sa951 - N D:ihy4imnIP 18mTOLlJjryy n s3me^o WSBNOSEgpn9CeX61M%AJmpgtRBB kHzivG( LOADING(psf) SPACING- 2)-0 CSL DEFL In Qoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 125 TC 0.07 Verl(LL) -0.00 5 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 125 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Inv YES WB 0.02 Nom(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017JTPI2014 Matrix-P Weight 7to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP NO2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2x4 SP No2 SOT CHORD Rigid ceiling directly applied or 10.0-0 oe bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechaniml, 4=Mecanical, 5=0.&O (min.0-1.8) Max Hom5=43(LC 8) Max UpWt3=34(LC 1), 4=43(LC 1), 5=124(LC 4) Max Gmv3=15(LC 4), 4=29(LC 4), 5=223(LC 1) FORCES. (lb) -Max. ComplMax.T".-Aftlom 250(lb)carlessexceptwhenshown NOTES- 1) Wnd: ASCE 7-10; Vult=160mph (3-second gust) Vosd-124mph; TCDL=4.2ps1; BCDL=5.0pst h=151t; Cat II; Exp C; End., GCpi--0.1% MWFRS (emrelope); cantilever leg and right exposed; Lumber DOLh.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord We load nonconcumentwith any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3,4 except Qt=1b) 5=124. LOAD CASE(S) Standard P 60 1 ) l a , S �O �� ,e3 •i3•� 'v' � _ Mil LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Oct) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Ved(LL) 0.00 4 >999 240 MT20 240190 TCDL 7.0 Lumber DOL 125 BC 0.01 Ved(CT) -0.00 4 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 n1a Na BCDL 10.0 Code FBC2017frPI2014 Matrix-R Weight 4lb FT=20°% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS.. (size) 4=08-0 (min. 0.1-8), 2=Mechanical, 3=Merhanical Max H=4--17(LC 8) Max Uprrft2=24(LC 6). 3=3(LC 8) Max Gmv4=31(LC 1).2=22(LC 1). 3=16(LC 3) FORCES. (@)-- Max CompdMax Ten. -A8 tones 250 (Ib) or less except when shoe Struchmal wood sheathing direly applied or 1.0.0 oc pUrfns, except end ver0cals Rigid ceiling directly applied or I&" oc bracing. NOTES- 1) Wind: ASCE 7.10; Vu0=160mph (3second gust) Vasd=124mph; TOOL-4.W,, BCDL=5.Ops1; h-150; Cat II; Exp C; End., GCpi=0.16; MWFRS (envelope); cantilever left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord rive load nonconcurrent with any other rive loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. LOAD CASE(S) Standard - f 1 >* iN - � -O t SATE i zz �4(/ :r,. 0� FLORID g10 NA j 0NG\\\Z Z LOADING(pst) SPACING- 2.0-0 CSI. DFFL in poc) Well Ud PLATES GRIP' TCLL 20.0 Plate Grip DOL 125 TC 0.09 Ved(LL) -0.00 4.5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.07 Vert(CT) -0.00 4S "SO 180 BCLL 0.0 Rep Stress Ina YES WS 0.03 Hoa(CT) -0.00 3 nla nla • BCDL 10.0 Code FBC20171TPI2014 Matrix-P Weight 13 lb FT = 20 0/6 LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 44P0 oc purfins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 REACTIONS (size) 3=Mechanical, 4=Mechanical, 5=o4W (min. D-1-B) Maio HoaS=83(LC 8) Max UpIM--59(LC 8), 5--90(LC 4) Max Grav3=54(LC 1), 4=40(LC 3), 5-220(LC 1) FORCES (Ib)'- Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shovm. NOTES. 1) Wnd: ASCE 7.1D; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Dpsf h=15ft; Cat It; Exp C; End., GCpM.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psfbottom chord five load nonwricurrent 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 100lb uplift at jolm(s) 3, S. LOAD CASE(5) Standard 1 P 60 1 1 1 i LOADING(psf) SPACING- 24)-0 CSL DEFL. in (lox) Udell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 026 Vert(LL) -0.02 4-5 >999 240 MT20 244l190 TCOL 7.0 Lumber DOL 125 BC 020 Vert(CT) .0.04 4-5 >899 180 BCLL 0.0 Rep Stress Inv YES WB 0.06 Hcrz(CT) -0.02 3 rda n1a BCDL 10.0 Cade FBC2017fM2014 Matrix-P Weight lg lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 0o purfms. SOT CHORD 2x4 SP No2 SOT CHORD Rigid calling directly applied or 104).0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3--Mechanixal, 4=1Vlechanical, 6=0-8-0 (min.0-1-8) Max Hoa5-124(LC 8) Max UpIMft 104(LC 8), 5=94(LC 4) Max Grav3=109(LC 1), 4--81(LC 3), 5=283(LC 1) FORCES. (lb) -Max. CompJMax Ten. -Ali forces 250 (lb) Dries exceptwhen shown. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.Opsf, h=151L CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantlever left and right exposed; Lumber DOL=I.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load noncancament with any other live loads. 3) Referto gi der(s) for thus to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 to uplift atjolm(s) 5 except (fib) 3=104. LOAD CASE(S) Standard � r � IN - /Oc. F40RID�: 2� I 1 i bell Dead Load Deft-118 in LOADING(pst) SPACING- 2-0-0 CSL DEFL in (Ico) Udell Ud PLATES GRIP' TCLL 20.0 Plate Grip DOL 125 TC 0.61 Vert(LL) 0.10 " >766 240- MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.18 4-5 >444 180 BCLL 0.0 Rep Stress Ina YES WB 0.09 Hmz(CT) -0.06 3 We Na BCDL 10.0 Code FBC20171 PI2014 Matmc-P Weight: 25 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oe puffins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-M ce bracing. WEBS 2x4 SP No.3 REACTIONS (size) 3=Mec hanical, 4=10lechanieal, 5=0-80 (min. 0-1.8) Max Horz5=185(LC B) Max UpIM3--147(LC 8), 5--106(LC 8) Max Grav3=161(LC 1), 4=120(LC 3), 5=353(LC 1) FORCES. (lb) - Max. CompJMax. Ten -AII forces 250 (16) or less except when shown. WEBS 2.5-319/300 NOTES- 1) Wind: ASCE 7-10; Vu0=160mph (3-second gust) Vasd=124mph; TCDL 4.2pst BCDL=5.0ps1; h=15% Cat II; Exp C; Ems., GCp1=0.18; MWFRS (envelope); cantilever left and fight exposed; Lumber DOL=1.60 plate grip DOL-1.60 2) This buss has been designed for a 10.0 psf bottom cord live load nohconcurrent with any other We loads 3) Refer to girder(s) for buss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=4b) 3--147, 5=106. LOAD CASE(S) Standard ` 60 1 -s N %N