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Home My WebLink AboutTRUSS PAPERWORKSOUTHERN . TRUSS COMPANIES Southern Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772) 464-4160 * Fax: -(772) 318-0015 Job Number. 0 J1800507 f�0 Customer. ^ /' NI Name: RYAN Address: VNIVIVW BY City, ST, Z1P: CieCopmy General Truss Engineering Criteria & Design Loads auilding Coda and Chapter. Computer program Used. Fa _2017frP12014 MiTek Version: 8.20 Nov 3 37.0 psf ROOF TOTAL LOAD N/A Wind Building Authority: 160 mph from MW FRS(Envelope) ASCE 7-10 (Low, Rise) Collier County No. Dale Tress 0X1 1 07/05118 Al 2 07/05118 A2 3 07/06118 A3 4 07105118 A4 5 07105118 A5 6 07/05/18 A6 7 07/05/18 A7 8 07105/18 AB 9 071D5118 ABG 10 07105118 at 11 071=18 92 12 07106118 B3 13 07/06118 Me 14 -07/0618 01 15 OTM6118 C2 16 07/06/18 C3G 17 07105118 CJ6 18 07/05118 C37 19 07105118 J1 20 07/05118 32 21 07105118 J3 22 07/D5118 34 23 07/05118 is 24 1 07/05/1B J6 251 071DN18 J7 This cover sheet is provided as per Florida Statute 61G15-31.003 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 Brian M. Bleakly FL Reg. Eng. No. 76051 2590 N. Kings Highway Fort Pierce, FL 34951 No. Dale Truss IDg 26 07105/18 J58 27 07105118 MV2 28 07/05/18 MV4 29 07/05/18 MV6 Page 1 or 1 0 TYPICAL DETAIL (9 CORNER. - HIP ~ NOTE: NDS=National Design Speclfictions ALLOWABLE REACTION PER JOINT for Wood Construction. 1325# per Nail (D.O.I Factor=1.00) 0 UP TO 265) - 2-16d NMS REO'o. rids toe nails only have 0.83 of UP TO 394# = 3-16d NAILS REQ'D. 'lateral Resistance Value. 12 to SG 41D Jt 1 M® A e o I 1 n - u J3 , T!, C6 12 1WSFR wa 2-16d toe not O Typical jack 45' attachment H7 TYPICAL CORNER LAYOUT Typical Hip —jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — - — — BC — — — — — —— 2-16d nails —- --- J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16dnails ----- J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16d nails -- --- . HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16dnails —--— MINIMUM GRADE OFMBFLADI52 w�o0S SPW 24Y 70P20 L FEM=17 M 2X4 SrP �y WEBS 2.4 SYP Re 7 SPACPIG pp 24' 1a - O.C. SOUTHERN TRUSS Fort Pierce Dgiviision zFort Pierce,Kings COMPANIES FL 34951 (800)232-0509 (772)464-4160 Mq l/ -- 6 a Fax:(772)319-0015 BrThn M_ Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pieree, FL 34951 772-454-4160 TYPICAL DETAIL @ CORNER - HIP NOTE NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. 132.5# per Nail (D.d.L.Factor=1.25) UP To 26sp = z-1sa Nni�s REa'D. nds toe nails only have 0.83 of © UP TO 394J = 3-16d NAILS REQ'D. lateral Resistance Value. 12 'wER (— BOA -® q -1OA A .O J3 o e n is PA p use 2-16d 1 ® i ��`` ••� pM�HIP OA GIRDER[ ��}�toe 7C do BC. �. Typical jack 45' attachment CORNER JACK GIRDER 'toe naB TYPICAL CORNER LAYOUT k 2-16d Typical Hip —jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16dnails —-——- J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — —— -- — 2-16dnails — — — —— TC — — — — — —— 3-16dnails — — — — — BC — — — — — —— 2-16dnails — — — — — HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-1 Gd nails — — — — — BC — — —— — —— 2-16d nails —--- SOUTHERN TRUSS COMPANIES F0.1fC//....mWFmhvamm IIMUM GRADE OF LUA T.C. 2s4 SYP #2 H.C. - 2t4 -SYP 2 WEBS 24 SYP No3 LOADING (PSF) MIL INCR.: L D F8GZa17 Top. 20 BORDM 00 10 SPACWG 24- D.C. Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 Fox:(772)31 B-0016 Brian M. Bleakly Struct Eng #76051 2590 N. Kngs Highway, Ft Pierce, FL 34951 772-464-4160 Hangers Face Mount Hanger Charts iTeW RPttia: ::J � �� }� � -• T.. 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' H046 NU46 14 3-9f16 5.1n6 2-12 1-1IB 6nn 8 t6d 4 10d 1230 1990 1490"' 7B0' ��11m " Flaz 12 fi 18rd1 'YOBS ffi5 fmA6F HUG6 14 &9n6 &tn6 2-12 - ABn 8 1fid 4 t� 1230 :1390 t14M 780. tlm tax 72 6 .3850 2DS5 2235 `JLS46'=!-%:- .:11S46 L,: ^: 1B 3518 ',a :C•. z -i -.1 _ - :�4-t.,.lfd' a.4:i �•t6 4,; 1040 1155 1220 1355- - 71S48 '-:i1a-.3-SM 'S-77B' `•2: ^.1 i.�i%-`-.-6..:.16d -4. �'Y6d t- ISM.151s 1645 1355' '-` . - 3Ufl46' -" .• .Ud6-.-':''-1fi ^ ; .. 3=9716 413f16 .. 2, 1 118: _'-. _ 110 :1Dd •_4 -: :w':tOd'.r 1250 1445 1575 -755 . _106 - t6d' ''=4':. ` ',10d', 1470 16m 1B00 755 t8S46'?-. 14.:3-SIB. ' S.:' . ..2 ` :�.1-'• era.. i.4 � i76d :=4"' 4'I6d 6 : 16115 .1235 13W 1155 : Kr460=C HSM :14..: 3-5/8� '.'.5`": .:'2 ..'A '4.. -.16d- ,-4'z-' `1611 >- 1085. 1235 1300 1155 - •. mjsw,.•.: p::' Huse : 14: 3-52 '-: T:' : 2. 1-16d- F•6:%: .516d 1625 1850 1995 1810' 18S4W - TUSG8 ', i14 r3-3I8- :7-, 2 1,• 1 A"'-- 6 T. 16d 6_. ? :16d-. 1675 1850 IN51 1810 4x8`: HObti ,.". _�::•:F0N6'_'-: s: 14: 3-9fl5 s-i/16 'z-12�•1-118-.61mG MU : 8 • .:: •'.1�= ... 4 _.:.._•: `:t�: ' 1230 1390 14901 780 '•'12. 6`-.. 1856 2M 2235 •11m - 16)g6F:c. `'tOM46 :., ' :-;.. 14• �...-� 3.9n6 ••. ....:........ •&1n6' z-i2 '.,-.'" B -� 16d ?--'-' 4,• 6., 7 '- -. . `t t0d:i -,' 1230 1390 1490 780 S. H5, Ma: 12. 1850 2DSS z235 1170 �: ter-... HU98 `. ''_ C ..:... �10N8.-:.'' -: `. _ • 14j:&8116 - .•.... : r fi-i5n61t . -I 2-t2]fid: :_.I :. _': 1D, - '4- -..:... ' - - - - ,- 1540 -1735 IBM .780 • F2 maid 74 .'s: 2155 '2436 2�6 _nm. • ",. "i4 4 39f16 _.�_ ;IF15h,6. . .. 2.72 �:- Min• ' 10 "I6d. �"6.: 4' .'-10d.,.: {:' 1510 1735 1865 780' •Mmc�-14 2155 T4311 2610 .1170. JUS48 uS48 18 3.51B 6-7/8 2 7 16 16d 4 16d 1325 '1510 .1645 1355 JUS410 LUS410 18 3-5111 B-7/8 2 1 8 16d 6 16d 1845" 21M12m2la.. 9M mmlo I U410 16 &9n6 8-38 2 I 1-1I8 - 16 10d 6 10d 20M 224573S 16 16d 6 10d ZB50 2674.135 181548 HIS48 14 3-S/e 7 2 1 6 16d 6 16d 1625" law810'RS48F HUSGB 14 3.518 7 2 1 6 16d 6 16d 1625 :18501810:.A41n1D HU48 14 3-9116 &15n6 2_121-1/8Wn41fid610d2155 4 1540 1 780FD48 243011m.lx10 HUGE 14 3-9116 &15n6 2-72 - wn4 1fd 1540 1735'780.Fm18ff Marc 14 670d 2155 24361170mill HUS410 14 3,W 8-718 2 1 8 16d 8 16d 2170 24652210: MS410ff HUSCNO 14 3-518 &718 2 1 8• 16d 8 16d 21m 2465 2560 HD410 f81410 14 3-9116 &13n6 2-12 1-1/8 MDi 14 1(d 6 1� 21S ZLiO 2610 max 20 10 3�1 3475 3725 4:1170- HDOOF HUG70 74 59116 &13116 2-12 _ 14 16d 610d21555 2430 2610 Max 2D 10 3080'.34753TS 1m lw HUM410 14 3-A61 3 1 172 - 12 WS3 6 WS3 5b15' S597 5590. 2975-1 1131.M.F32 Tr Wood S 10d x3.12.1on& Calmdannnis4 WSmirdessSteel U6old Coal ®HD6 Eftle2im m are sped&&71ils dmTot apply toJA HUS, MU6 slardre0 hangars lie iz.I CY•Y. Mm ML" Ad 1 91• or OM IYIOL. -,ad 0o a0 'n as is 09 A 9L .0 aL J9d OZ aZ 11 01 �r ONIWtl!!d ' �dIH IYN011dO == M'�y�UMA ON3 6N5 IYNOLLdo 9M'E08 !Z�(L) ATM •HMOHC BY Ana m mm 'do 3 bs 3a Am guano nOLae moo 1HO13H YJ 9m 811E sY gum sM lima 38A96'.2"MaMn unut°llii�°Ao uYona dd0L 9Mi °�wi°�u il�?'MViililIxpilr/i�r,a"e�(..) ma No ONdotds SY ONIWds lallMd J0 Aln NINMOA Oss�11La I IIWYA An Noma a rl3l ,E103NION7 No m m9d9 3 wmw sY va •Oo .iZUNlY 6�NfylllEOld asmu A%A LUL;W 9 3a�laM iaST MACUPIV NLe s lvL A aatlo� daL •.0-,Sl 423MG lox Am MaIIH *01LUM OVA MHow 19 ,�,�y,�jl3 L yEri�1MlYO �tl3M ryyAa uo! aVJa X11Vn AW,�tiiL A�ddM 4any a o�07K1 $I�NID a CCI'° No96 E9 at INUdWOO ssnku i3mincs D a-K 1W S3SI • (u t) xuW Du(oods xoyq°0—,9 v 0 } muo°ae •AEd a• M GL QHR'rMlnM=-'C •dlo ION141410 MCMNs r•WaGN IMH u0d oil Tat c1P'tl bin v all x09'/$lsdl K1 aWa. WILL OIOWOdM AYlAi W. A411MA 904 HW1W GA owmaa go OSM4 ya v Now OWN n wN CO&W lypa Aa cl AU fxl AaqA li 91sa Ao Z//L1 Jd9 N0 NZP dS iaZ WO (s)M Maas BOB +n119 ? ClAf Ado Z+ dAa !aZ Wa40 dal 936Wnl d0 30WHO PInWINIW ' rl j J. YK1e`�- •1.1 IEB!^ H o ar SP N DFL Uo HF to a a 5P' DFL EC S F G v 0 IF aT SP DFL Gables ��d ruaSs 1D��i� SOUTHb!HLM Fort pie TRUSS 2590 9i COf�I�PQp N�GS (eop)zF up arr'it � motmm9lb d tran G4ffiE'IRtt6s DEWG NafFst Lrig L M utrLM,iaN C1MVA 13 L%=hpp,V pYN oO 8ffm�N HTvmr rum IDMJ, u 10 MP � .0.,-o�.�tc�a• . PL1RVp°p p�Rt A � rpp ngp�/�y neApE to T a p0. �ptp q p4 n ZOjtl 00. �'t rp �. n ml 9PMC tWta to [nbbbbb,xaNm A�m o 04 petwmizpxm. 9� LtNNRW� pC A HIMN°H oP epR pP Nen waaCn Con Muxlmun Total Load 60 PSF -0-0 ,4Z 1V MOWS tm Jolao3 uopwn0 SL'L to jad(4 JaLoa3 uonam0 9Z'L io judos ,AoLaoj ualpina CC'l ]o jud89 6ulpool unwlxopy 09 nq p 9mgtuom all 1 L..1 —4 la , 1" '0,0 .0—,i, o 40VA HLo9 HM NI S'INN P9a—Y HUM OOOMCId X00 gxg 9x9 9xg {.xg Q bx4'l 4x93 4x93 £x9'L u 9x9 9xg 9xg 9xti L3 gX£ *X8'Z tiXB'Z bxZ v ,0£ UAL of do SNVdS 1NIOP '0/0 .4 IV S'IIVN P9 L HUM HOVJXV 'LL39W3W XOQ OW UQ 30VNO N.L .4L Ol Al 93M SV 5�31 3d 'dOVHO 1WS * Z 'o/0 .4 lY SIRRI P9 HUM HOYLLV 'u3srIM III B�'30YllB,,J, 4�W 'OL Ol .B,L a3M 5�313 d5 3L'LI ONIOYde ON .O,L Ol ,0 ONIOV99 039Iftb3V HION31 93M 1LYHO ONIOYHa 93M HUM XOVNAOOId HOVILY * -4kv 0 Iwo 33 M70L1d0 w33Vd 'x3da�IlatlA 13¢Il6iaYJ��HUTA�lm Nem 30 NYd Jn dons x� 3p9,�r�p a9.®1MJG1 l °, MeCt'lta oLOia9i 'JWI tw" ,cc'Ulllll IWII aM dad w rim -TM 1 'd00N M 'odM O m %M OM 0-4 3MV 9oH W3H .00 " M HdAI pvfj rSHQWGHa3 M M aNMNfMd 3HL tlad 31aVWMdV SI TMa SM 'aHNVdS Hntlnd GUIs 3tl Nad Na1S30 OWS admM CN3 nL MM scnH�ara�apdd�na oNaa�al�,da�oL� a mg�dV H3a1HLaald �atlolp daL lV�L 1p0�ydaL�0p1. CUIW�Ipdp �p 11 33IW9 3HO LVHL OS OH3oaWS 30 AM ii3nd9 a9WCL AM o IJI 7fYH co ,f lV WN MWA WaAa31d 32M swa OHM mi Haa3a am$ aL imm 1C=J 1YOC3Q b1Pq J. C// dA8 fML �q�M J.1Hq Jo L/ dA5 4ML Prod wa Jop.q Jo ZI dm fM3 Progo dal N30wnl 30 3aVNO WnWIN114 SCAB -BRACE -DETAIL I ST-SCAB-BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) Is Impractical. Scab must cover length of web +A 6". THIS DETAIL IS NOTAPLICABLE WHEN BRACING IS — REQUIREDAT-113•POIN7S OR I -BRACE IS•SPECIFiED: APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131-) NAILS SPACED 0"O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BEf7ER) AS THE WEB. . ' �\ MAXIMUM WEB AXIAL FORCE W 500 Ibs MAXIMUM WEB LENGTH=•17=.1Z-0" SCAB BRACE 2x4 MINIMUM WEB -SIZE - MINIMUM WEB GRADE OF#9 NaRs� / Section DeFa➢ ® s Scab-Bmm Web Scab -Brace must be same species grade (or better) as web member. L-BRACE DETAIL Nailing Pattern. L-Brace size Nag Stfs . Nag Spacing U4or8 10d B=o.C. 2x4, 6, or 8 16d 8" o.o. Note: Nall along entire length of L-Brace. (On Two-PV& Nag to Both Plies): VA u Web Note: L-Bracing fo be used when continuous lateral hurting is Impraciiml. L-brace nmstcoverB¢96'ofweb length: L-Brace must be some species grade (or better) as web member L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or2x4 1x4 2:B US ^' DBtECT StrBSTTfUTiON NDTAPUrABLE L-Brace Size forTwo-PlyTnus Spedlied Continuous Rows of Lateral Bracing Se Size ,2 c [!b x2x6 .. 2xg ... '� DrBErr:r &11BSRiU710N NOrAPLICABLE T-BRACE / I -BRACE DE7AIL Note. T-Bracing / I -Bracing to be used when continuous lateral bracing is Impractical. T-Brace/ I -Brace must cover 90% otweb length. Note: This detail NOT to be used to co4iiredT-Brace / 1 Brace webs to continuous lateral braced webs. Nailing Patteln T-Brats size Nar15'oe, Na0 Spacing 1x4orUS iod a'oa. 2x4 or 2x6 or 2x8 16d an D.C. Note: Nall along entire Iengihvf:T-Brace l I -Brace (On Two-PVs Na0 to Boffi Plies) . alternate position r „ W® ii ;1 r�t Nags Section D" T-Brace web aKemete position Na Is Web I -Brace Naffs SPACING IE7; T-Te t:_5 Brace Sao for One -Ply Truss Specified Continuous Raws of Lateral Bracing Web Sae " 1 2- 2x3ur 2x4 1x4 r) T-Brace U4 (') hBrace 2x6 US (7 T-Brace 1-Brace 2x8 2x8 T--Brace 2x8 I Brace Brace She for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Sae 1 2 2x3 or 2x4 2x4T-Brace 2x4 taracr 2xs MT -Brace W I-Eiracr. 2xa 2xB T-Brace 9,P LP �.Y T Brace / I-Bmce must be same species and grade (or better) as web member. (q NOTE If SP webs amused In the tnss,11x4 or 1xS SP braces must be stress rated boards weh design values Ittat are equal to (or better) the truss web • design values For SP buss lumber grades Lip to 92 with DL bracing material, use IND 45 far T-BracrJl- ma For SP truss lumber grades up to 41 with 11L bracing material, use IND 55 forT-BracEA Bracy a rus9 I nls5 Type RYM 1452-A-MITEK Al COMMON 1111Y jP1Y 1 1 Job Refemrroe (optional acu0 Truss CanpsNes, Fat Place, FL 34951 5x5 = 6.00 12 3x10 M1sSHsll 3x4= 4x8= U4= 3x4 = US= 314= Scale = 1:71.9 3x10 M18SHS II Ia 11FU Plate OBsets MM- tl-<-U (1:&a-14,Edge1, 11:0-",Edfiel. !-IINI 19:0-044,Ednel, 19:0-0.4.Edge1 /-i Wf /-1W 64U l-LLa LOADING (psi) SPACING- 2-0-0 CSL OFFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.96 Vert(LL) 0.2212-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(C) -0.4212-13 >999 180 M18SHS 244/190 BCLL 0.0 Rep Stress [nor YES WB 0.69 Hom(Cr) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017frP]2014 MatrixS Weight: 213 lb FT = M LUMBER- BRACING - TOP CHORD 2x4 SP No.2-Excepr TOP CHORD Structural wood sheathing directly applied. T1: 2x4 SP M 31 BOT CHORD Rlgid celTing "directy applied or 756 oc bracing. BOT CHORD 2x4 SP M 31 MiTek recommmnds that Stabilizers and required cross bracing WEBS 2K4 SP No.3 be installed during toss erection, In accordance with Stabilizer WEDGE installation aulde. Leff 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (Iblsize) 1=1529AI-8-0 (min 0-1.8), 9=1529/0-M (min. 0-1.6) Mu Ham 1=159(LC 8) Max Upll$1=529(LC 8), 9=529(LO 9) FORCES. Qb) - Max. Cemp/Max. Ten - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=-3258/1114, 23=-3063/1077, 3-4=-2966MO95, 4-5=-2377/865, 5-6=23771865, 6.7=-2966/1095, 73=308311077, 83=325811114 SOT CHORD 1-15=409MA34, 14-15=-814/2449, 13.14=-8142449, 12-13=450M809, 11-12--654f2449, 10-11=-6542449, 9-10=-9382934 WEBS 5-12=329f/74, 6.12=-6501441, 6-10=-2151564, B-10=-297297, 5.13=329m4, 4-13=-650/441, 4-15=215/564, 2-15=297297 NOTES 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; VuH=160mph (3second gust) Vasd=124mph; TCDL=4.2pst; BCDL-S.Opsf; h=1511; Cat II; Exp C; Encl.. GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 pates unless otherwise indicated. 4) This thus has been designed for a 10.0 psf bottom chord two lead mnconaarent with ary other rive bads. 6) Provide mechanical comection (by others) of has to beadng plate capable of wilhstanding 529 lb uplift at Joint 1 and 529 lb uplift at Joint 9. LOADCASE(S) Standard PE 76A51 a. v ; s�rArtur-�; ON� �NG�� Y' 0 Nu Imes ype Y RYAN 1452AMIYIX COMMON 2 1 + A' Job Reference. na YIC,11 ,NR 3x10 M118SHS 11 3x4 = k 6.00 12 5,6=_ 4x6 = 3x4 = 3x4 = dx6 = ax4 = Sra)4= 1:76.2 3xio M18SHS II M8-2A 174)-13 24-11J 32-9-10 41-00 4241-0 r� I I S t$ Plate Offsets(XY)— f1:0-0-4EdwI 1140-14Edpel fSO-M20-2.81 f6:0.2-00301 17:0-8-120-2$ MD-0-14Edoel 111.0-0-0Edpel LOADING (psl) SPACING- 2-0-0 CSL DEFL In (too) Vdell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.84 Vert(LL) 0.2614-15 >999 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.6114-15 >968 180 M16SHS 2441190 BCLL 0.0 Rep Stress Ina YES WB 0.52 Hom(CT) 0.13 11 n1a Na BCDL 10.0 Code FBC2017/TPI2014 MatrixS Weight: 211 lb FT =10% LUMBER - TOP CHORD 20 SP M 31 -Except' T2: 2x4 SP No.2 SOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2, Right. 24 SP No.2 REACTIONS. (lb/size) 1=1529M-8-0 (min. 0-1-8), ll=1529/0-e-0 (min. 0.1.8) Max Horz1=148(LC 8) Max UpGft1=517(LC 8), 11=517(LC 9) BRACING - TOP CHORD Structural wood sheathing daectiy applied or 34)-12 0o pudins, SOT CHORD Rigid ceiling directly applied or 7-6-12 oo bracing. MiTek recommends that Stabilizers and required nose bracing be Installed during truss erection, In accordance with Stabilizer Installation quicle, FORCES. (Ib) - Mar. ComplMax. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3267/1089, 2.3=-30B8/1051, 3-4=-3012/1069, 45=-23681826, 7.8=2368/827, 8-9=-3012/1069, 9-10=3088/1051, 10-11=-3287/1090, 5-6=-21331810, 6-7=-2133/810 BOT CHORD 1-17=-106572945, 16-17=-7642428, 15-16=-76412428, 14-15=-427/1826, 13-14=6152428, 12-13=515Q,128, 11-12=9172945 WEBS 6A4--296/729, 8.14--590/402, 8-12=-2321585, 10-12=318f313, 6-16=-296/729, 4-15=-590/401, 4-17--231/585, 2-17=-3181312 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) VasG124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat 11; Exp C; Encl.. GCpi=018; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Prwide adequate drainage to prevent water polling. 4) All plates are MT20 plates unless otherwise indicated 5) This truss has been designed for a 10.0 psi bottom chord We load nonconwnent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 517 lb uplift at joint 1 and 517 lb uplift at Joint 11. LOAD CASE(S) Standard PE 76Q51 STJAf13 4,7 Jobs rues rues yPe y WM 1152-0.MITE1( A3 HIP 2 1 Job Reference o ' naI Smeem Tnm cmw].. FOd fierce, n Most :,• Rug: 82005 Nw 30 M17 Rfi082300 OC 21201869Tek hd19 .M. Mm NW 19 0]38:02 Me Poop1 .Lt ID:EePOUIVCWA016WS07vTFdY15cKUz042ec4kFgpGONY2 ,a M_tvepU5mSOPefaxEcyHnsR &3U 11-SS AA r 248-0 3p8.11 3S&13 42-0U y 3 82.1 e-0.11 - 7-0-0 - 6611 52-1 633 C r ^(A« �(p+. • . Scek a 1:724 ,5.00 12 5x5 = 5 7 3x4 4 3x6 5 1.5x4 4 3 OIB i 2 3x4 1 C as 3x810 d 5x7= f8 17 18 16 11 13 5x7= 3x5 = 3x4 = US = 314 = 3xa = 416 _ 3x4 _ 3x5 = H-0 42-0U 1-0-0 BL3 2dUU 32-]-1] da80 41-all &1-TJ ]-0-0 AM F 6143 I 844 Plate Offsets MY)- rl:0-3.10.0-2-81. f6:OS•4.0-2-81. 112:0-3-100.2-81 LOADING (psf) SPACING- 24)-0 CSL DEFL In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -020 16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) .0.41 16-18 >999 180 BCLL 0.0 Rep Stress Ina YES WE 0.77 Horz(CT) 0.13 12 We nla BCDL 10.0 Code FBC2017rrP12014 Mahix-S Weight: 227 Ito FT =10% LUMBER - TOP CHORD 2x4 SP N0.2 SOT CHORD 2x4 SP M 31 WEBS 20 SP No.3 SLIDER Left 2x6 SP No.2 2-113, Right 2x6 SP No.2 2-11-8 REACTIONS. (Iblelze) 1=1529rOE3 (min 0-1.8). 12=152908-0 (mim 0-1-8) Max Horz1=133(LC 8) Max Upliftl=500(LC 8), 12=500(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied BOT CHORD Rigid ceiling directly applied or 741-0 oc bracing. WEBS 1 Row at mldpt 6-15 M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation oulde. FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3256/1053, 23-3178M065, 3-4=-3036/951, 45=-2937/960, 5-8=-2355rM, 6-7=-21247755, 73=23581777, 8-9=-2937/960, 9-10=3D36/951, 10-11=3178/1066, 11-12=325611053 BOT CHORD 1-18=-10332933, 17-18=-8052618, 16-17=-80512618, 15-16=5042124, 14.15=-67212618, 13-14--672/1618, 12-13=-9002933 WEBS 3.18=-2377256, 5-18=71M28, 516=-643/385, 6-16=-1651556, 7-15=1171557, 8-15=-643r385, 8-13=72/427, 10-13=237256 NOTES• 1) Unbalanced roof live bads have been considered for Us design. 2) Wind: ASCE 7.10; Vult=160mph (3secord gust) Vasd=124mpN TCDL=4.2psf; BCDL=5.0psf; h=15f; Cat II; Exp C; Encl., GCpk0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60 3) Pro4de adequate drainage to prevent water pording. 4) This truss has been designed for a 10.0 pst bottom chord five load nonconartent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 500 lb uplift at joint 1 and 500 Ib uplift at joint 12. LOAD CASE(S) Standard 76 51 1 • — 1 ORID ' JOD flues flUss I ype RYAN 1<S2-A-MRIX Ad HIP 2 1 _ -IV" Job Reference (optiorcall awmwn ,rasa wnwnra, tort new, n west ram: aPD I nv.•.w air nmr. a.cw n vw n a,o m,an mwsums, mo- rye , ID:EaPOUIw(.1/VA01fiwSONTFtlY75eK•y9aSG_diVZgXROhaSNpaBCBaDkrVOYZUKUm2yHhs0 7-74 - I • 21$13 I 43-0 l I 2 14-237P2 710.-0 77-04 Scab - 1:726 ... -- 5.00 12 5x-'` = 5X5 = 3X6 = 5 B 7 ( 1; 3X5 304 4 8 30 J 3 8 y tl I 4X4 i 4X4 40 4 2 5 5 70 4X4 1 11 �r d 146 5X7 = is 17 16 16 14 13 12 6X7 = 3X5 = 1.6X4 II 3X8 = 3X4 = 3Xa = 4x5 = 1.8X4 II 3x5 = 314 = i-D-O eat4 112-0 211.1 2B-10.0 33-112-2 47-00 42-0-p 7-0-t� Plate Offsets MY)- f1:03.10 03-01 I7:0.2-80-2-71, 111.10-MO D3-01 LOADING (psf) SPACING- 2-M OSL DEFL in (lop) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.79 Vert(LL) 0.24 15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 EC 0.83 Vert(CT) -0.4417-16 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.26 Hcrz(CT) 0.19 11 Na n1a BCDL 10.0 Gods FBC2017/rP12D14 Matrix-S Weight: 230 Ib FT = 10% LUM93ER- TOP CHORD 2x4 SP No.2 *Except' - T2: 2x4 SP M 31 SOT CHORD 2x4 SP No-2 WEBS 2x4 SP No.3 SIJDER Left 2x6 SP N0.2 3-94, Right 2x6 SP No.2 33.4 REACTIONS. (lb/size) 1=1529/0-8-0 (min. 0-1-13). 11=1529a03-0 (min. 0-1-13) Max Horzl-118(LC 9) Max Uplift1=480(LC 8), 11=-480(LC 9) BRACING - TOP CHORD Structural wood Sheathing dimly applied BOT CHORD Rigid ceiling directly applied or 6-1-0 no bracing. WEBS 1 Row at micipt 3-17, 6.14, 944 MTek reoammends that Stabilizers and required aria bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3275/966, 23=3149/983, 3-4=-2591/846, 45=-2506/869, 6E=-2437/904, 6-7=-2279/838, 7-8=-2505/867, 8-9=-2591/844, 9-10=3149/984, 10-11=-3275/%7 BOT CHORD 1-18=-933/2950, 17-18=9332950, 16-17=-0122291, 16-16=-612/2291, 14-15=6872448, 13-14=8352951, 12-13=8352951, 11-12=-8352951 WEBS 318=(1/314, 3-17=-706/420, 5-17=-100/462, 5.15=-107/396, 6-14=43SM37, 7-14=132/627, 9-14=707/422, 9-12=0/311 NOTES- 1) Unbalanced roof INS loads have been considered for this clesign. 2) Wild: ASCE 7.10; Vuit=160mph (3secbnd gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf,, h=15f; Cat II; Exp C; End., GCpis-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water polling. 4) This truss has been designed for a 10.0 psf bottom lord Ova load noneonarrent with arty other live loads. 5) Provlho mechanical connection (by others) of bass to bearing plate capable of withstanding 480 lb uplift at joint 1 and 480 lb tryfift at joint 11. LOAD CASE(S) Standard PE76Ar 51 f I ORID : �� Job Tniss fMss lype y RYM 1452-XMMR A5 HIp 2 1 ' Jab Reference(optionall -.r Swmm T CaaPO , Fat Plain, R 31951 Scale = 1:71.2 1.6X4 11 6x7 = 3X5 = 1.6X4 II U6 = 3� = 30 = 1.50 II 3X5 = 3X4 = Us = 1J-a 4zao said f a' � )- v-o.o I M I NY�— °a i U T-60 Tfia Od-0 1-tW Plate Offsets (X.Y)- r1:03-10.0-3-01, r4:0S-4.0.2-e1, r6:0-5-4.0-2-81. 19:63.10.030t LOADING (psf) SPACING- 24)-0 CSL DEFL in (loo) VdeO Ud PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TO 0.96 Vert(LL) 0.29 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.5213-15 >957 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.19 9 n/a rda BCDL 10.0 Code FBC2017JTPy2014 Matrix-S Weight- 223 lb FT = 10% LUNBER- l BRACING - TOP CHORD 2X4 SP No.2 TOP CHORD Structural woad sheathing directly applied BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid celling directly applied or 6.2.10 oc bracing. WEBS 2X4 SP No.3 MlTek recommence that Steblllzera and required crass Dr4dng SLIDER Left 2x6 SP No.2 3-413, Right 2X6 SP No.2 3-413 be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (IWsize) 1=1629"-D (min. 0.1-13), 9=152910-M (min. 0-1-13) Max Hort1=103(LC 9) Max Up"di1=-072(LC 5), 9=-472(LC 4) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3281/1030, 23=-3164/1045, 3-4=-2724SM. 45=-285511104, 5-6=-285511104, 6-7=-2724l983, 7.8=3164/1046, 8-9=328111030 BOT CHORD 1-16=-8.972955, 15-16=5972955, 1415=7232461, 13-14--7232461, 12-13=-7192461, 11-12=7192461, 10-11=-BM955, 9-10--89412955 WEBS 3.16=0269, 3-15=563/351, 415=-79/443, 4-13=-226/644, 6.13=4571348, 6-13=226/644, 6-11=.791443, 7-11=563/352, 7-10=269 NOTE& 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BWL=6.Opsf; h=1511; Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcuner6 with arty other live bads. 5) Provide mechanical connection (by others) of h ss to bearing plate capable of withstanding 472 lb uplift at joint 1 and 472 tb uplift at joint 9. LOAD CASE(S) Standard J\GENB PE 51 r " STATE CE -- l' pp��.,c�-1��1� G Job MSS N55 Type RYAN 145?AMREK A6 NIP 2 i Job Reference o na aeumm, ,rvss Rae.. rm item, rr � WIN 11-BO , 1 BON4 it- 6x5 = 500 AT 4 3x4 = 34 3x4 = 6x6 = q p y 3 Scale -1.71.3 5x7= 16 17 15 16 14 13 12 5x7= 3x6 = 1.5x4 II 3X8 = 4x6 = 3X4 = 416 = 3x8 = 1.5x4 11 30 = 1i 4200 500, na14 nao zraa nano 4st1a ao4w 44a4 --04 4at4 I x3—I eso I 1 s3�1 4ati -two-r iu.n 1ba Plate Offsets MY)- 11:0310 0-3-01 (1:0.144 Edeel 111:0310 0301 M1:1.43 Ednel LOADING (psf) SPACING- 2-0-0 CSL DEFL in (too) Wall Ud PLATES GRIP TCLL 20.0 Plate Grlp DOL 1.25 TC 0.59 Vert(LL) 0.31 15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.5613-15 >879 180 BOLL 0.0 Rep Stress Iner YES WB 1.00 HOrz(CT) 0.15 11 n/a n/a BCDL 10.0 Code FBC2017/rP12014 MatrlxS Weight: 218 Ib Fr = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-93 cc purlins. BOT CHORD 2x4 SP M 31 DOT CHORD Rig]d ceiling directly applied or 7-4.7 oc tracing. WEBS 2(4 SP No.3 Mrr recommends that 6tebi0zers and required aoss bracing SLIDER Left 2x6 SP No.2 2-10S, Right 2x6 SP No.2 2-105 be irlsta8ed during truss erection, in accordance with Stabilizer Installation Ide. REACTIONS. ph/size) 1=152910-8-0 (min 0-1-8), 11=1529/UB-0 (min. 0-1.8) Max Hcrc1=88(LC 10) Max UpliM=-497(LC 5). 11=497(1_0 4) FORCES. (Ib) - Max. CompJMax. Ten -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3301/1099, 23=3248/1113, 3-4=2888/1051, 4-5--2638M010, 5-6=328011257, 6-7=3280/1257„7-8=-263811010, 8-9=-2888/1051, 9-10=-324811113, 10-11-1301/1099 , BOT CHORD 1-18=-9652974, 17-18=5652974, 16-17=-1117/d216, 15-16=-111713216, 14-15=-1115/d216, 13-14=-111513216, 12-13=-9612974, 11-12=9612974 WEBS 3-17=-003292, 4-17=-2081782, 5-17--8401361, 7-13=-MA61, 8-13=.2081782, 9-13=403292 NOTES- 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124rriph; TCOL=4.2psf; BCDL=5.Opsr; h=15ft 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) This truss has been designed for a 10.0 ps-f bottom chord live bad nonconartent with arty other five leads 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 b uplift at joint 1 and 497 lb uplft at joint 11. LOAD CASE(S) Standard PN PE 76051 fi ' STATE@F�j Job Truss ^ .... ♦ ms Type Lilly RYM 115b0.MRIX AB �1}1t(` 7 SPECVLL 1 t Job Reference(optionall h• Siam¢. Truss CunpWas, Fat Rena, R 31951 .�.. _ sp. , • f �•2 r •1 z _6.00t2 S 21 3x5 = 7x6 4 3x6 — 5x5 = 314 = 3r 6 T3 6x5 = 5x5 = 11 Us = 5x5= 3x4- 7 a 6 T 4 12 Seale - 1:75.1 19 18 17 16 153- 5x6 = 6,5 = 3xa = Us = 5x5 = LOADING (psq SPACING- 2-0-0 CSI. DEFL. in Qoc) Ifdeft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.58 18 >819 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.9018-19 >522 180 13CLL 0.0 Rep Stress Ina YES WB 0.78 Hort(CT) 0.15 15 Na We r BCDL 10.0 Code FBC2017frP12014 MatrixS Weight: 226 Ib Ff =10% LDIME'R- BRACING - TOP CHORD 2x4 SP No.2 -Except` TOP CHORD Structural wood sheathing directly applied a 2-2-0 oc pudins. T2,T4: 21(4 SP No.3 SOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. SOT CHORD 20 SP No.2 JOINTS 1 Bruce at Jt(s): 10 WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required crass bracing be Installed during truss erection, in accordance with Stabilizer Installation aulde. REACTIONS (lb/size) 21=1554N-8-0 (min. 0.1-13), 15=155410-8-0 (min. 0-1-13) Max Hoiz21=81(LC 8) Max Uplift21=626(LC 6), 15=-485(LC 4) FORCES. Qb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-470210, 2-3=-2779/1103, 3-5=380611587, 5-6=4048/1672, 6-7=4569/1841, 74=-456911841, 8.9=4024/1656, 9-10=-3784fl477, 10-12z378411477, 12-13=-2768/946, 13-14--4891190, 34=2611119, 11-12=-295/140, 9-11=-2901126 SOT CHORD 1-21=235/489, 20-21=-316/489, 19-20=10102522, 18-19=-1597/4048, 17-18=1481/4024, 16-17=-8172509, 15-16=2171512, 1415=-2171512 WEBS 2-21=-13971689, 2.20= 64172036, 3-19=-676/1700, 6.19=-6131364, 6-18=-2191577; 7-18=377285, 8-18=3151704, 8-17=-S37/393. 12-17=-741/1755, 13-16=-6452001, 13-15=-14011543 NOTES 1) Unbalanced roof Me loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-secoM gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psY h=15f; 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 pording. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconarrem with ary other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 626 lb uplift at joint 21 and 485 It, uplift at joint 15. 6) GrapNnl phrlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord LOAD CASE(S) Standard JMVz BiFE, PE 76P51 fi r ORID /� 70 NA11��G\\\N Job Nils' . Nils W" 1152hMREK N HIP 2 1 Jab Reference o na 6X7 = ,. 1.5x4 II Us = 3x4 = 6%7 = "q-d't 6.0012= 5-S 7 8 _ H d !=11A"oil �=" I NM6� EN 6X7 = 3x5 = 17 16 16 14 13 12 3x4 = 4%6 = 3x8 = 3x4 = 06 = 3x4 = 6a7 = 3x5 = 1d-0 4200 n6 (W eE-0 21-&i J]fiJl da8a 4W4 , 8Q-0 j 2A8 TW i7s1a Plate Offsets (NY)- [1:03-10030]K0-540-2.81 18:05.40-2-81 T11.031003-0t 115:0.2.80-1-81 LOADING (pst) SPACING- 2-0-0 CSL OEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TO 0.56 Vert(LL) 0.3814-15 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.6414-15 >772 180 BOLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CI) 0.15 11 rda nfa BCDL 10.0 Code FBC2017fTP12014 Matrix-S Weight: 212 Ib FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Excepl` TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc pudins. T2,T3: Zx4 SP M 31 SOT CHORD Rigid ceiling directly applied or 6-6-11 oc bracing. BOT CHORD Z O SP M 31 WEBS 1 Row at rrddpt 7-15 WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing SLIDER Left Zx6 SP No.2 233, Right Zx6 SP No.2 238 be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ibleoe) 1-1529R8-0 (min 0.1-8), 11=152910.8-O (min. 0-1-8) Max Hor21=73(LC 9) Max Uplift1=523(1_0 5), 11=523(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 Qb) a less except when shown. TOP CHORD 1-2=3Z7311204, 2-3=3219/1211, 3-0--304611137, 4.5=3899/1574, 5-6=3899/1574, 6-7=-899/1574, 7-8=3900/1575, 8-9=-3046/1136, 9-10=3219/1211, 10-11=3273/1204 BOT CHORD 1-17=-10572940, 16.17=-9372793, 15-16=-9372793, 14-15=-142913900, 1314=9342793, 12.13=9342793, 11-12=-10542940 WEBS 3-17=-1761264, 4-17=-141368, 4-15-55911341, 6-15=-434/329, 7-14- 474/330, 8-14--660/1342, 8-12=-14/368, 9-12=476264 ' NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUR=160mph} (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=S.Opsf; h=15f; Cat II; Exp C; End., GCpt-0.16; 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 Me load nonconanent with any other live loads. 5) Provide mechanical connection (by others) of toss to bearing plate capable of withstanding 523 to uplift at joint 1 and 523 ro uplift at joint 11. LOAD CASE(S) Standard \I\\\\,\\ , EN &��i/ PE 76Q51 !'r 'STATEMF" Ijr IL �'q-)IIO%.'�� s�QNAL`\NG \\\\ o MW ,.,�" Truss -Typo BAN f"R1/s A80 NPA° 1 2b ' Reference o I xi $- 5.00 12 Sx7� a np ) is 1i, 'rdi;1 1,5z4,11 Us = 4x6 = L6x4 II ` 3X4 = 5x7 = 3x6 — 6x5 = 3x8 M18ra SHS= 1.5x4 II 3x8 = 1. US — 5x5 — 3x8 = Us WB= Sea%- 1:71.2 E1,1-M I6 LOADING (psQ SPACING- 2.0-0 CSL DEFL in (loc) Udell Ud PLATES GRIP MILL20.0 Plate Grip DOL 1.25 TO 0.91 Vert(LL) 0.6016-17 >787 240 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.8316-17 >568 180 M18SHS 2441190 BOLL 0.0 Rep Stress Ina NO WB 0.80 Hoa(Cr) 0.12 12 Na n/a BCDL 10.0 Code FBC2017rrPl2014 MatlixS Weight: 432 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied GOT CHORD 2x4 SP M 31 BOT CHORD Rigid calling d ectly applied or B-2-0 oc bracing. WEBS 2x4 SPNo.3 OTHERS 2r4 SP No.3 REACTIONS. (Ib/size) 21=285210-8-0 (min 0-1-8), 12=2852/0.8-0 (min 0-1-8) Max Hom21=57(LC 8) Max Uplift2l=1298(LC 5), 12=-129B(LC 4) FORCES. pb) - Max. Comp./Max. Ten - All fonoes 250 (ib) or iess except when shown. TOP CHORD 1-2=-7641353, 23--5434R601, 3.22=-7744/3791, 22-23=774313791, 4-23=-774313791, 4.24=774313791, 24-25=-774313791, 25-26=7743/3791, 5-26=774313791, 5-27=9097/4437, 6-27=-9097/4437, 6-28=9097/4437, 7-28=-9097/4437, 7-29=9097/4437, 2930=-9097/4437, 3031=-909714437, 831-9097/4437, 832=775413797, 3233=-77551d797, 9-33=-775513797, 9-10=-5432(2600, 10-11=7671359 GOT CHORD 1.21=388/766, 20.21=426f766, 2034=-2311/4943, 34-35=231114943, 1935=231114943, 1936--4335/9118, 1836=433519118, 18-37=-0335/9118, 3738=433519118. 1738=-4335/9118, 1739=-0335/911B, 39-00=433519118, 40-01=-4335/9118, 16-41=-4335/9118, 16A2-3682/7754, 42-43=3682/7764, .15-43=368217754, 15-04=-368217754, 14-44=368217754, 14-45=230714941, 45-46=2307/4941, 13.46=-2307/4941, 12-13=374770, 11-12=3741770 WEBS 2-21=-2569/1274, 2.20=-199014224, 3.19=-1578/3274, 4-19=572/500, 6-19=-1615/767, 547=0/430, 7-16=5531491, B-16=-74SM578, 8-14=-1388/886, 9-14=1587/3289, 10-13=-1987/4219, 10-12=-256711273 NOTES- 1) 2-ply truss to be connected together with 10d (0.131") rails as folly . Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 20 -1 row at 0-9-0 oc. Webs connected as follows: 20 - 1 row at 0-7-0 00, Except member 20.2 2x4.1 raw at 0-9-0 oc, member 203 2x4 -1 now at 0-9.0 oc, member 193 2x4 - 1 row at 09-0 oo, member 4-19 ZA -1 row at 09-0 oc, member 195 2x4 -1 now at 0-9-0 oc, member 5.17 ZA - 1 row at 09.0 oc, member 165 2x4 -1 row at D-9-0 cc, member 7-16 2x4 - 1 row at 0-9-0 oc, nember 153 2x4 -1 row at \\�1,11 0g-0 oc, member 8-14 2x4- 1 row at D-9-0 cc, member 14-9 2x4 -1 row at 09-0 oc, member 13-9 2x4 -1 row at 0-9-0oc -0 , member 13.10 2x4-1 row at 0-M co. \\ M. B // 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' ply connections have been pr"ed to dstrilwte orgy loads noted as (F) or (B), un ess otherwise indicated 3) Unbalanced roof live loads have been considered for this design. ` �Q'-i \CENS—�l�, 4) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, SCDL=5.0psh h=151t; Cat II; Exp C; End. ` 1 � GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 PE 76Q51 fi Carillnued on page 2 —V-7:z 1 r 19 MTFUF'I . 111110 • ,�;:,.�8athan Trvs9 Canalise, Fat Race, FL a4911 ' NOTES - 'L 5) Pnovide adequate drainage to pfewerit W LOAD CASE(S) Standard 1) Dead + Rdof' ''e (balanced): Lumber Increase=1.25, Plate Increase=125 Undorrd Loads (p8) Vert: 13=54, 3-9=-54, 9.11=54, 1-11=20 'Concentrated Loads (Ib) Veit: 3=-129(13) 6=54(B) 9=129(13) 20=-252(B) 13=252(B) 22=94(B) 23=-94(9) 24=-94(8) 25=94(13) 26=94(B) 27=-94(B) 28=94(B) 29=34(B) 30=94(B) 31=-94(B) 32=-94(B) 33=-94(B) 34=47(B) 35=-47(B) 36=-07(B) 37=-07(B) 38=47(8) 39=47(B),40=-47(13) 41=47(13) 42-47(B) 43-47(8) 44=47(B) 46=47(8) 4fi=47(B) ANl / PE76 51 �f 'STATElOr'yy i� _1_J1 JV :��7i� Job 1russ I Was Type QtY RYAN 1452-A-MrrEK at COMMON JP1Y 1 1 .lob Reference (Optional) .1iiy'tN. d' 3 LOADING (psf) SPACING- 2-M CSL DEin (loc) 0de0 Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.70 Vert(LL)FL -0.12 1-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.26 BO 0.66 Vert(CT) -0.25 1-9 >968 180 BCLL O.D Rep Stress Incr YES WB 0.17 Horz(CT) 0.04 6 We n/a BCDL 10.0 Code FBC2017/rP12014 MatrixS Weight 96 lb FT = 10% LUN®ER• BRACING - TOP CHORD 2x4 SP Nc.2 TOP CHORD Structural wood sheathing directly applied or 44-0 oc piulins. BOT CHORD 20 SP N0.2 BOT CHORD Rigid ceiling directly applied or 8-85 oc bracing. WEBS 20 SP No.3 MiTek recommends that Stabilizers and required cross brem ng WEDGE be Installed during buss erectfon, in accordance with Stabilizer Left 2X6 SP No.2 installation aide. SLIDER Right 2x6 SP No.2 2-940 REACTIONS. (Iblsize) 6=740/D8-0 (min. 0-1-8), 1=74010-" (min. 0-1-6) Max Horz1=81(LC 9) Max UpliO6.--252(LC 9), 1=-25e(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=-1381/484, 2J=-1206/440, 3-4--1121/405, 4-5=-1215/442, 55=1274/428 BOT CHORD 1-9=-457/1224, 8-9�204837, 7-8=-204I837, 6-7=-319/1093 WEBS 2-9=2901272, 3-9=182(449, 3-7=-1391329 NOTES. 1) Unbalanced roof live leads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mpN TCDL=4.2psf; BCDL=5.Opsf h=1511; Cat 11; Exp C; End, GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconourrend with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 6 and 25B lb uplift at Joint 1. LOAD CASE(S) Standard PE 76p51 V 5T- 'STATE )F h ;D.P`:� 10�G�� d Job russ ,...' rues Type RYAN 145bhMIMK e2 `^ COMMON 1 1 Job Reference o ' nal awmem „ua� un,pwaa..wr nnm. �L 3V1A1 1 : e.2m a n0I N 2Ulr Vmc e.ZiO 9 oC121 2PIa Mrl1(nW511b9, M . r N 19 w=w z -�1 • • IO:EePOUIwGYVAOI6WSOMFtlt?U- WMT9DZoK=.LKbam31Ng4g8URsl8oxlivpynnsM S\ 1 7 WHI 1 114-7 2b40 aza w. 3-se la a o-ao � 3.8a 1 sza ' seajq- 1:35.6 v2 3x4 = 6x6 =5 3X4 = 1-0-0 7-11-13 13-0.2 20-4-0 1 1-0.o I a.11_13 I s.e_R 1 z��-�e ' Plate Offsets MY)- 11:0-0-0.1321, 11:0-1-14.0-0-211342-00-2-111 r4:0-2-803-01 r5:0-2-00-2.11118:0-0-40-0-51 LOADING (psf) SPACING- 2.0-0 CSL DEFL in (too) Vdefl Lld PLATES GRIP MILL 20.0 Plate Grip DOL 1.25 TC 0.70 Ved(LL) -0.12 1.11 >999 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -425 1.11 >950 180 BCLL 0.0 Rep Stress Ina YES WB 0.17 Horz(CT) 0.03 8 nla n/a BCDL 10.0 Code FBC2017/TPI2014 Matm S Weight. 95 lb FT = 10% LUMBQt- BRACING - TOP CHORD 2X4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD WEBS 2t4 SP No.3 WEDGE Left 2x6 SP No.2 SLIDER Right ZO SP No.2 2-9-10 REACTIONS. (lb/size) 8=740M.8-0 (min. 0-1-8), 1=74010-8-0 (min. 0.1.8) Max Horz1=-76(LC 9) Max UpIf88=247(LC 9), 1=253(LC 8) FORCES. gb) - Max. CompdMax. Ten. - All forces 250 gb) or less except when doom. TOP CHORD 1.2=-13731488, 2-3---1204/424, 5$--1120ld91, 6-7=-1211/427, 7-&=-1268/413, 34=1066/416, 4-5=-9951389 BOT CHORD 1-11=-436/1215, 10-11=-1921639, 9-10=1921839, 8-9=�305/1088 WEBS 2-11=268258, 4-11=-172/436, 4-9=-131/317 Structural wood sheathing directly applied or 4-2-13 0o purlins Rigid telling directly applied or 8-10-12 oc bracing. Mrrek recommends that Stabilizers and required am bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; VUR=160mph (3-secord gust) Vasd=124mph; TCDL=421st; BCDL=5.Opsf; h=15fk Cat 11; Exp C; End., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondir(g. 4) This truss has been designed for a 10.0 pat bottom chord We load nonconcument with ary other Irve bads. 5) Provide mechanical connection (by others) of firs to bearing plate capable of withstanding 247 lb, uplift at joint 8 and 253 lb uplift at Joint 1. LOADCASE(S) Standard f PE7Q51�-� "STATE"OFyj�ZZ -PA i'4V e _—. — Truss ^ ••...I rum —Type RYA" 145 Xt ITEK 83 HIP 1 1 Job Reference o ' nal INas canpmft, FM Pl ; a Mes1 Seale= 1.34.2 SX7 = 1M F t 5A-0 8-0.0 13d0 I 204-0 1-011 7-0 7- Plate Offsets (XY)— I1:OA-0.taz). M:0-1-14.0.0-21. 12:0.2-4.0.2-41. 13:05-4.0-2-0t, r4:o-2-8.0-4-21 LOADING (psf) SPACING- 2-0-0 CSL DEFL in Qoc) Ydefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.13 1-7 >999 240 MT20 2441190 TOOL 7.0 Lumber COL 1.25 SO, 0.80 Vert(CT) -0.28 1-7 >852 180 BOLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.04 4 rda We BCDL MO Code FBC2017RPI2014 MatdxS Weight: 91 lb Fr = 10% LUMBER- BRACING - TOP CHORD 2X4 SP No.2-EXcept' - TOP CHORD Structural wood sheathing directly applied T3: 2X6 SP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SOT CHORD 2X4 SP N0.2 MTeK recommends that Stabilizers aril required cross bating WEBS 2x4 SP No.3 be installed tluring truss erection, in accordance with Stabilizer WEDGE Installation aide. Left 2+c6 SP N0.2, Right. 2x4 SP N0.3 REACTIONS. (Vaize) 4-740/0-8-0 (min 0.1.8). 1=74010-8-0 (min. 0-1-8) Max Ho21=61(LC 8) Max Uplfft4=228(LC 9), 1=-235(LC 8) FORCES. Qb) - Max Comp./Max. Tem - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-1294/395, 24--1118/408, 3-4--1228/380 BOT CHORD 1-7=-290/1112, 6-7=-270/1061, 5-6=270M061, 4-5=-273/1056 WEBS 2-7=0/262 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vutt=160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15it Cat 11; Fxp Q. EncL, GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This toss has been designed for a 10.0 psf bottom chord live load nonconarrent with any other live bads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 4 and 235 to uplift at joint 1. LOADCASE(S) Standard PE 76Q51 fi T ORID�N' 4. . .. } mes lype QtY Y RYAN 11a2-aMITEK .. Mi,�. H 84Sj.. f,3 M NIP i t Job Reference foutionall SwNem I.. CanpmJM Fo4 Pierce a 3 Mir tin* a Run: 9.20U a Nw30 201] FlNt 8.230 s OE 21 2Uta AaTek hNsMes, hie Mm Nw 19 U):56:08 2U1a Pe ID:EaP0Ulmr_WA016wSO7vTFdY75cKJ7NWarK5SgYBTXul57cFvtbEUaAHo11 b1 FROYH I 214-0 F _ 8-40 �yra A, .k Xa 4-a-0 48-0 80-0 •. Rt z." k4•i�•t. Scats=1:35.6 .. 4X7 =t 1X9 II 4X7= 5.00 12'" 3 c 4 5 4X4 i 2. e 4X4 0 V 2 d - t_ N t 7 3X4 — 11 10 9 8 3X4 = 5X5 = 1X4 II 3X4 = 1X4 11 6x5 3X8 = 1-0.0 640 10-8-0 15-0-0 20A-0 27-0-0 1 1-0-0 1 we 4A-0 I 4A-0 Plate Offsets MY)— f1 U4-10 Ednel t3:0-54 0-2-01 15:05-00-2-01 f7D-4-10 Edgel LOADING (pat) SPACING- - 2-0.0 CSL OEFL in (loc) Vdeft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.15 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.21 9-11 >999 180 BOLL 0.0 Rep Stress Incr NO WB 0.26 Horz(CT) 0.07 7 We Ne BCDL 10.0 Code FBC2017rrP12014 MatrixS Weight: 1031b FT = 10% LUft BER- BRACING - TOP CHORD 2X4 SP Nm2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. SOT CHORD 2X4 SP No.2 BOT CHORD Rigid ceiling directy, applied or 5.10-13 cc bracing. WEBS 2K4 SP No.3 MTeX recormnends that Stabilizers and required cross bracing SLIDER Left 2z6 SP No.2 2-1134% Right 2K6 SP No.2 2-10-12 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1109A-e-0 (min 0-1.8), 7=110910A-0 (min. 0-1-8) Max Horz1=46(1_C 9) Max Upliftl=541(LC 8), 7=541(LC 9) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 pb) or less except when shown. TOP CHORD 1-2=-2284/1147, 2-3=-2213/1160, 3-12=-2601M401, 12-13=-2600/1400, 4-13=2600/1400, 4-14=2600/1400, 14-15=2600M400, 5-15=-2601/1401, 55=2213M160, 6-7=-228411147 BOT CHORD 1-11=-10042041, 11-16=10052055, 10-16=10052055, 9-10=-10052055, 9-17=10042055, 17-18=10042055, 8-18=-10042055, 7-8--10032041 WEBS 311=281342, 3-9=-347/683, 45=-4531404, 5-9=347/683, 5-8=29/341 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15R, Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DCL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcunem with any other Ave loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541 lb uplift at joint 1 and 541 @ uplift at joint 7. 6) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated lcad(s) 121 lb down and 169 lb up at 6-0-0. 57 lb down and 107 lb up at 8-042, 671b down and 107 lb up at 10-0-12, 57 lb down and 107 lb up at 113-4, and 57 lb down and 107 lb up at 1334, and 121 lb down and 169 lb up at 154-0 on top chonl, and 106 lb down and 100 lb up at 6-0-0, 41 lb down at 8-0.12, 41 lb down at 10-0-1$ 41 lb dawn at 1154, and 41 lb down at 1334, and 106 lb down and 100 lb up at 153-4 an bottom chord. The design(selection of such connection device(s) is the respomibil@y, of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 13=-54, 35=54, 5-7=54, 1-7=20 Continued on page 2 \��Q-� ��CENgF•��/ii PE 76p51 ' STATE 19qF`j� i��` �-ltl1PL i Tmm _. . N6 YPe _I(m WAN r1452hMRM B4e + -• HIP 1 1 d Job Reference a ' na SaNan Trvss CanpeNes, Fat Pbm; R 34851 Run: 8200 s Nw 30 301] Pmt B210 s Otl 21 2(Ne MRek h4u94aa, Ne. Mm Nov 19 07SBbB 2018 2 + ID:EaPBUIwCWA016wSO7VTFdY15cKJ7NLJihrK5SgYMXa159cFv1bEUaAHoI1b1FRGyHhsL hPP LOAD CASE(S)♦Stsndard kr n ;Y• '11 - . •;'S`�SI •w p Concentrated Loads ow yet X'--,., •.- :i�! Ls - q.Vert: 3=74(B) 5=74(B) 10-27(B) 17=-10e(13) 6=-106(B) 12=-55(B) 13=s5(B) 14=-55(e) 15=-55(B) 16=47(B) 17=-27(B)16=27(B) zz- PE 76p51 }^ z :;lUT- 'STATEOqr"j�` Pp�, -11��4L 4 .G�`N Job— Truss TMM lype R M 105DAMREK C1 COMMON 2 t Job Reference o ' na , awuwm � ss �:mry®um, rm r�uw, r� aa»i n1OEaP0UIZiU0111 C1Fi2GyIghsL Seale= 1:28.3 40= 3 3r9 11 _.. axa = LOADING (psf) SPACING- 24)-0 CSL DEFL in (loo) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.72 Vert(LL) .0.17 1-6 -M 240 MT20 2441190 TCDL 7.0 Lumber DOL I 1.25 BC 0.73 I Vert(CT) I -0.35 1-6 >558 180 I BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.02 5 n1a n1a BCDL 10.0 Code FBC2017/rP12014 MatmrS Weight: 67 Ib Fr = 10% LUN®ER• BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 43-12 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS ZA SP N0.3'Except' BOT CHORD Rigid ceiling directly applied or 9514 oc bracing. W3: 2x6 SP No.2 MTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left 2x6 SP No.2 Installation guide. REACTIONS. (lblatze) 5=608/0-M (min 0.1-8), 1=606N43-0 (mh 0-1-8) Max Horz 1=86(LC 8) Max Upfift5--206(1_C 9), 1=-213(LC 8) FORCES. Qb) - Max Comp./Max. Tort - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1054WB, 2-3=-8141280, 3-4=-a66254, 45=-530246 BOT CHORD 1-7=3771928, 6-7=3771928, 5.6=-1711717 - WEBS 2-6=-303248, 3-6=45/409 NOTES- 1) Unbalanced roof We loads have been considered for this design 2) Wind: ASCE 7-10; Vuft=160mph (3,secord gust) Vasd=124mph; TCDL=4.2psf; BCDL=SApsf; h-15$ Cat II; Exp C, End., GCpl=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 nonconwnerd with arry other live loads. 4) Provide mechanical connection (by o#*m) of truss to tearing plate capable of withstanding 206 Ito uplift at joint 5 and 213 th uplift at joint 1. LOAD CASE(S) Standard PE 76Q51 Z �LIV-STAIt: Or--/ +. 4 i.. r Job Twss Truss Type R"M 1452hMRIX C2 COMMON 1 1 Lb Reference (optional) EDVR„ MI,! 4 ppfn t, FIXl HORS. FL MUM �. n s-7-14 aa-o 3x4 = 3 Ix4 II 4 5 3x4 = Scale= 1:28.9 Id LOADING (pSO SPACING- 2-M CSI. DEFL In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TO 0.59 Vert(LL) -0.17 1.8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL I 1.25 BC 012 I Vert(CT) -0.36 1-8 >541 180 BOLL 0.0 Rep Stress Inv YES WB 0.15 Horz(Gi) 0.02 7 n(a n/a BCDL 10.0 Code FBC2017frP12014 MatnxS Weight: 67 Ito FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc puniins, _ BOT CHORD ZA SP No.2 except end verticals. WEBS 2c4 SP No.3'Exoept- BOT CHORD Rigid calling directly applied or 9-10-14 oc bracing. W3: 2x6 SP No.2 MITeK recommends that Stabilizers and required cross bracing WEDGE be Installed during truss erection, in accordance with Stabilizer I Let 2r6 SP No.2 Installation guide. REACTIONS. (Ib/size) 7=608I0.8.0 (min D-1-8), 1=6DW-M (min. 0-1.8) Max Horz1=78(LC 8) Max UpI R7=197(LC 9), 1=-265(LC 8) FORCES. Qb) - Max. Comp./Ma r. Tort - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-10411362, 2.3=-828264, 5-6=-889/242, 6-7=526235, 34-744273, 4.5=-744/273 BOT CHORD 1-9=J46/914, 8-9=3461914, 7-8=464f744 WEBS 2-8=-281219, 4-8=-28f398 NOTES l 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.Opsf h=15f; Cat II; Exp C Encl., GCpF0.18; MWFRS (envelope); Lumber Da=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 lead nonconarrent with any other live loads. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 197 lb uplift at Joint 7 and 205 Ib uplift at joint 1. LOAD CASES) Standard I .JGENg'F�'��r�t PE 76051 il Job 145ZhMREK niss C]G agc ypek .. HIP Y + + RYAN Job Refererwe (actions ; grrpem Truss. CQIQa s, ran M.. R 34951 ' i 1-4-0 _ 6-0.0 s: 4X7 3- 4X4 = Scam - 1:2).9 LOADING (psf) SPACING- 24)-0 CSt. DEFL in (loc) Well Ltd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.78 Vert(LL) 0.21 B-10 >892 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.31 8-10 >602 180 13CLL 0.0 Rep Stress Ina NO WB 0.11 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code 713=17frP12014 Matrix- Weight: 72 Ib FT = 100A LUMBER. BRACING - TOP CHORD 2X4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. T2: 2K4 SP M 31 BOT CHORD Rigid wiring directly applied or 95-11 cc bracing. BOT CHORD 2x4 SP M 31 MTek recommence that Stabilizers and required cross bracing WEBS D(4 SP No.3 be installed dudng buss erection, in accordance with Stabilizer InstaeatI Guide REACTIONS. (lb/size) 11=928M-8-0 (min. 0-1-8), 7-g28A-8-0 (min. 0-1-e) Max Horz 11=46(LC 8) Max Upl'rft11=462(LC 8), 7=-462(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4198/606, 23=-13561721, 3-12=1192168% 12-13=-1192/683, 4-13=1192/683, 4-5=13561720, 5-6=11981606 SOT CHORD 1-11=-592M184, 10-11=60611184, 9-10=-604(1192, 9-14=-604M192, 8.14-50411192, 7.8=59211184, 6-7=592/1184 WEBS 2-11--4631318, 3-1"/285, 4-8=0284, 5-7=4637318 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=4.2pst; BCDL=5.cpsf, h=151K Cat 11; Exp Q. End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 . 3) Provide adequate dminage to prevent water pording 4) This truss has been designed for a 10.0 psf bottom chord fire load noncencuaert with any other five loads 5) Provide mechanical connection (try others) of Uuss to bearing plate capable of withstanding 462 Ib uplift at Joint 11 and 462 tb uplift at Joint 7. 6) Hanger(s) or other connection device(s) shall be provided suficierd to support concentrated load(s) 121 lb down and 169 lb up at 6-M, 55 Ib own and 107 Ib up at 8.0-12, and 55 to down and 107 lb up at 9.11-4, and 121 lb down and 169 lb up at 12-D0 on top chord, and 106 lb down and 100 lb up at 6-00, 41 th down at 8412, and 41 Ito down at 9-114, and 106 lb down and 100 Ito up at 11-114 on bottom chord The desigrdselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (9). LOADCASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Inorease=1.25 Uniform Loads (plf) Vert "=-54, 34=54, 45=54, 1-6=20 Concentrated Loads Qb) Vert 3=74(F) 4=.74(F) 9=-27(F) 10=-106(F) 8=106(F) 12=55(F) 13=55(F) 14--27(9 PE 76p51 }� z 2Tr ' STATEtfLFj li �iXx O�`�� ORIO y.. N59 I Was Type RYAN 1453- MITEK C1a JACK 4 1 Job Reference loptigrtall mpeN4a, FM Plazce, R M951 Rim: 53559 Nw w mT F1hb anio s CC 21 Nis Mi" 41w"s. me. Mm NM 19 UrS6:1221N8 i y , /, ♦ ID:EaPOUIWWAOIGwSO7vTFdz?5cK-Suds93kMNKyGOonl7a9Km54mhrMN68Nbd1?TalylirrsH 1-9-14 5-56 1 8-4-5 Seale = 1:17.2 Qh i-0-4 1-314 55-6 844 1-0-4 +PS71 � 3Ra ) 2Si4 641 Plate Offsets (XY)— 12'0-0410-1-121 [7'047101-&6]p0-0-00-1-121 LOADING (psi) SPACING- 2-0-0 CSL DEFL In (loc) Ifdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.07 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber COL 1.25 BC 0.35 Vert(CT) -0.09 6-7 >834 180 BCLL 0.0 Rep Stress Inor NO WB 0.06 Horz(C) -0.02 4 Na No BCDL 10.0 Code FB02D17/TPI2014 Matrix-P Weight: 30 to FT = 1D% LUhMER- TOP CHORD 2x4 SP No.2 BO'T CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib(size) 4=83/Mechanical, 5=108/Mechanical, 7=25410-11-5 (min. 0-") Max Hom7=123(LC 4) Max Uplift4=-59(LC 4), 5=57(LC 4), 7=-166(LC 20) Max Gmv4-95(LC 17), 5=108(LC 1). 7=254(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc Wine. Rigid ceiling directly applied or 10-0-0 act bracing. MTek recommends that Stabilizers and required cross bracing do installed during truss erection, in accordance with Stabilizer Installation Guide NOTES 1) Wind: ASCE 7-10, VuR=160mph (3second gust) Vas&-124ngrh; TCDL=4.2psf; 9CDL=5.Opsf; h=-1Sit Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconanent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (try others) of truce to bearing plate capable of withstanding 59 lb uplift at joint 4, 57 It, uplift at joint 5 and 166 to uplift at joint 7. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 to down and 110 to up at 2.11-0, 30 lb dawn and 110 lb up at 2.11-0, and 26 lb down and 52 lb up at 6-8-15. and 28 to down and 62 to up at 5-8-15 on top chord, and 71 lb up at 2.11-0, 71 to up at 2.11-0, and 5lb down and 2 to up at 5-8-15, and 5 to down and 2 to up at 5-8-15 on bottom chord The design(selection of such connection device(s) is the msponsibllty of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) a back (13). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Incn:asa=1.25 Uniform Loads (pit) Vert: 14=-54, 15=-20 Concentrated! Loads Qb) Veit: 8=72(F=36, B--36) 10=94(F=47, B-47) 11=3(F=2, B=2) EX zz /7 PE 76Q51 ;L Job - ruse nlee ype y RYAN 1/52-AMRE% + W JACK 2 1 Job Reference c ' nal SwNemTruea CmryaNes, Fat Plane, FL 3/931 ,�:.� �. P'•. 1-0-a 1-&74 6-4-7 10812 10-$-12 14-4 IP&11I 4 s I 4-1-6 1 Plate Offsets MY)- f20-0-80-1-121 12:04J 1.7-141 18:0-0-Q0-1.121 - LOADING (psf) SPACING- 2-M CSL DEFL in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.04 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber OOL 1.25 BC 0.43 Vert(CT) -0.08 6-7 s999 180 BCLL 0.0 Rep Stress Ina NO WE 0.16 H=(Cr) -0.03 4 Na No BCDL 10.0 Cade FBC2017frP12014 MatdxS Weight 41 lb FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS ZO SP N0.3 BRACING - TOP CHORD Struohual wood sheathing directly applied or 6.0-0 oc purlirrs. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers am required cross bracng be installed during truss erection, in accordance with Stabilizer InstaOation ulde. REACTIONS. (INslze) 4-111/Mechanical, 5--M411VIectanical, 8=48110-11-5 (hen. 0-1-8) Max Ho¢ 8=153(LC 4) Max Uplift"---04(LC 4). 5=104(LC 4), 6=-186(LC 4) FORCES. Qb) - Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=5811115, 2-9=443/159, 3-9=-IM69 BOT CHORD 1-8=108f383, 8-11--249ra83, 7-11--249/383, 7-12=249/J83, 6-12=249/d83 WEBS 2-8=303/190, 38=431281 NOTES- 1) Wind: ASCE 740; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat II; Fxp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live bad nonconourrent with any other live loads 3) Refer to gWer(s) for truss to truss connection s. 4) Provide mechanical connection (try others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 4,104 lb uplift at Jolyd 5 and 186 lb uplift at joint 8. 5) Hanger(s) or other connection dev oe(s) shall be provided sufficient to support concentrated load(s) 23 ib down and 38 lb up at 6.0-7. 23 lb hewn and 38 lb up at 5-0-7, and 51 lb down and 93 lb up at 7-1 M. and 51 lb down and 93 lb up at 7-10-6 on top chord, and 4 lb up at 5,67, 4lb up at 5-0.7, and 21 lb hewn at 740-6, and 21 lb down at 7-10-6 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or heck (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Leads (pig Vert: 1-4=-54, 15=-20 Concentrated Loads (Ib) Vert 10=39(F=-19, B=19) 11=7(F=4, B=4) 12=24(F=-12, 8--12) ENS'- PE 76 51 � f _ 1 / ��tORIDt.'�� ///z�/`j�s�ONAL S' G' \\ �G nlss Nee llype WAN 452-AMITEK Jt JACK � t Job Reference (octl0na0 anu m Truss CgnpeNee, Fed Pisa, R U951 Run, a.2m s rvw.w cool rmc a130 s Od 21 ZO18 MTex hdudrks, In Mm N 18 0T36Y1 2a18 Peg° . > IDEa Lj;CVVAO1av, CWfFzd gCK066ii,PFeCMReiDtXg1RRJNIC19Z v2byHh 180 i 1 LOADING (pst) SPACING- 2-M CSI. TCLL 20.0 Plate Grip DOL 1.25 TO 0.06 TCDL 7.0 Lumber IDOL 1.25 BC 0.02 I BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code F13=17lTP12014 Malmr-P LUNIBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2X4 SP NO2 Scale = 1.7.6 DEFL in (loc) 1/dell L/d PLATES GRIP Vert(LL) 0.00 1 nlr 120 MT20 2441190 Vert(CT) -0.00 1 nlr 120 Hom(CT) 0.0D nPa nla Weight 51b FT = 10% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-6-0 a purlins BOT CHORD Rigid calling directly applied or 6-M a bracing. MiTek recommends that SfaMlizers and 2qu and omss bracing be installed during truss emotion, in accordance with Stabli'¢er Installation guide REACTIONS. (Ibleize) 2=95/Mechanical, 3=14/0-8-0 (min. 0-1-8) Max Harz 2=124(LO 1). 3=-124(LC 1) Max Up1i82=-54(LC 8) Max Grav2=95(1-0 11 3=29(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown- NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-wand gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; tr=15fk Cat II; Exp C, End., GOpF0.18; 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 nonan=crd with arty 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 wi0standng 54 Ib uplift at joint 2 5) Non Standard bearing condition. Review required. LOADCASE(S) Standard \��\\Phi \NN� \GENgF��i� PE 76Q51 i VAL 11111i�� I(t Job from Imss lype pryRVAN 145?XMRGr •„� JZ JACK .. a 1 Job Reference o �10:EaPOUIwCWA016wS07vTFdZ?5cK-ji3UxfkcOgPPaC6ZReDrXhReWNiJZGJICy(ihsl .v 1J-0 2-0-8 Scala= 1:8.7 LOADING (ps1) I SPACING- 2-0-0 I CSL I DEFL in (loc) Ifdeft Lid I PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.D0 5 >999 180 BOLL 0.0 Rep Stress lncr YES WB 0.02 Hom(CT) -0.00 3 nla nla BCDL 10.0 Code FSC20177rP12014 Matrix-P Weight: 7 It, FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-04 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 10-M cc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Slabl--- Installation nuide. REACTIONS. (Ibtsize) 3=-34/Mechanlcal, 4=413IMechanical, 5=22310-8-0 (min. 0.1.8) Max Ho=5=43(LC 8) Max Uplift3=34(LC 1), 4--03(LC 1), 5=-66(LC 8) Max Grav4-5(LC 8), 6=223(LC 1) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) at less except when show. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vas&V imph; TCDL=4.2psf; BCDL=5.DpsF, h=15fl; Cat 11; Exp C; Encl., GCpl-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.6D 2) This buss has been designed for a 10.0 psf bottom chord live load nonconwrrent with arty other live loads. 3) Refer to girders) for suss to buss connections. 4) Provide mechanical connection (by others) of teas to bearing plate capable of withstanding 34 lb uplift at Joint 3, 43 Ib uplift at joird 4 and 66 lb uplift at joint 5. LOAD CASE(S) Standard -- I (� PE 76p51 r ' STATE-ll ZZ- a N55 N55 Ype aYAN 1152-A-MREK Ja JACK ♦ 1 Job Reference o nor Swthm Toss C Pn ft, Fod Man, FL UMI aID.F.Poui r-wAO1te so7vTi:wr.K-Fw&N,5sdI -v "a Z"' Mo r '7Th9�Y2JWeFvaINWMWBY hsJ 3-8-0 2-2-0 ScatD - 1:11.8 LOADING (psh) SPACING- 2-0-0 CSL DEFI- in (too) I/defl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.08 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 I I BC 0.06 I Vert(CT) 0.00 5 >999 180 I BCLL 0.0 Rep Stress Incr YES WB 0.03 H=(CT) A.00 3 nta n/a BCDL 10.0 Code F2C2017)TP12014 Matrix-P Weight 12 tb FT = 10% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheatNng directly applied or 3." oc purlins. BOT CHORD 2x4 SP No-2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=38/Mechanical, 4=8/101echaNpl, 520810-8.0 (min. 0-1-8) Max Horz5=72(LC B) Max Uplfft3=48(LC 8), 5=62(LC 8) Max Gmv3=38(LC 1), 4=28(LC 3), 5=208(LC 1) FORCES. Qb) - Max. Comp]Max. Ten - All forces 260 (Ib) or less except when shown. NOTES-1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasrl=124mph; TCDL=4.2psf; BODL=5.Dpsf; h=15% Cat II; Fxp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord Me load nonconcunent with any other live loam. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical mmec8on (by others) of truss to hearing plate capable of withstanding 48 Ito uplift at Joint 3 and 62 Ito uplift at Joint 5. LOAD CASES) Standard �GENSF '1<0 PE 76p51 � ? 70NAL,ENG \\\\ N55I Mee Type Fly 1WAN 14a XMJTEK J4 JACK 8 1 Job Reference o nal 1.40 IDEaPol1 4-0-0 507vTFdY15eK-FVIISMJS'YnVMg7Th U IReF aUvWMWB hsJ q xr LOADING (psf) SPACING- 2-0-0 OSI. TCLL 20.0 Plate Grip DOL 1.25 TO 0.09 TCDL 7.0 Lumber DOL I 1.25 BC 0.07 I BCLL 0.0 Rep Stress Ina YES WB 0.03 BCDL 10.0 Code FBC2017frP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP 1,10.2 WEBS 2(4 SP N0.3 DEFL in (hoc) UdeO Ltd Vert(LL) -0.00 4.5 >999 240 Vert(CT) -0.00 45 >999 180 Horz(CT) -0.00 3 rda n/a BRACING. TOP CHORD BOT CHORD REACTIONS. (b fsize) 3=64/MachaNcal, 4-17/Mechanical, 5=220t0-8-0 (min 0.1-8) Max Horz5=83(LC 8) Max UpIM3=-59(LC 8), 6=66(LC 8) Max Grev3=54(1-C 1), 4=40(LC 3), 5=220(LC 1) FORCES. (Ib) - Mac. Comp,/Max. Ten - All forces 250 (Ib) or less except when shown. awls = 1:12.8 PLATES GRIP MT20 2441190 Welght: 13 to FT = 10% Structural wood sheathing directly applied or 4-0-0 oc purl"ms Rigid ceiling directly applied or 10-0-0 oc bracing. MiTeK recommends that Stabilizer; and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide NOTES• 1) Wind: ASCE 7-10; VUR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Ope, h=15il; Cat II; Exp C; End., CCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconounent m(M any other live loads 3) Refer to girder(s) for thus to truss connections 4) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 59 Ito uplift at joint 3 and 66 Ito uplift at Joint 5. LOAD CASE(S) Standard M6( // E /��i NS`F�1- PE 76Q51 ':o!'r "STATE' W /.Qj � �� 1` /////j1 ZONA�1�N\\x �G !Lµ O r1155 I MW Two my RYAN �5 452-0.MRIX JS JACK 4 t Job Reference (Optional) SwNem TNss{Campenin, Fart Rena, FL Man Run: 8.ZIX1 s Nw 30 201T Pint aZtO s OG 21 N18 N6Tak TOLslrle; Nc Man Nw 19 W:56.t0 ]MB Poge 1 ID.EaPOUMCWA016wS07vTFdY15cK-F W5W6dlYnY::b;7Thg?852HdeFZaUVWMWByFNsJ r— 11 9 ..I. 42-0 Seale= 1:16.6 Plate Offsets (XYl- r2'0-0-120-1-12L 150-1-111-2-01 15b0-00-1-121 LOADING (psf) SPACING- 2-M OSI. DEFL in (loc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.20 Vert(LL) -0.01 4-5 >999 240 MT20 244M90 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 4-5 >999 180 I BCLL 0.0 Rep Stress inor YES WB 0.05 Horz(CT) -0.01 3 We We BCDL 10.0 Code FBC20177rP12014 Matrix-P Weight: 18 lb Fr = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD ZA SP No.2 WEBS 20 SP N0.3 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/slze) 3=96/Mechanloal, 4-40/Mechanicsl, 5=267/0-8-0 (min. 0-1-8) Max Horz 5=113(LC 8) Max UpIM3=93(LC 8), 5=-80(LC 8) Max Gmv3=96(LC 1), 4=71(LC 3), 5=267(LC 1) FORCES, gb) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 54W oc purlins. Rigid ceiling directly�applied or 10-0-0 oc bracing MTek recommends that. Stabilizers and required cross bracing be installed during inns erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-10; Wit=160mph (3secard gust) Vasi=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); Lumber DO.=1.60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrerd with any other Me loads, 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of tons to bearing plate capable of withstanding 93 1b upl'dt at joint 3 and 80 lb uplift at Joint 5. LOADCASE(S) Standard PE 76Q51 r 'STATE'OF !. ; iPiio'c�:�� 0 Job-- N5a Iwo lYTly WM 145ZhMREK IIWW Ja , JACK 10 t Job Reference o ' na mumem irva wmpwas; rm Hate: n »rem "4 I na•w.rrmca.`wnM'.0". aamrcs, uc. 52a - - IO:EePOUI I-WAOIG SONTFdz750K-FWSkM59r .\;'&17Thg'1RGIeFSaUWJMWB sJ Scale -1:17.8 LOADING (psi) SPACING- 2-0-0 CSL OEFL in (lot) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.02 4-5 >999 240 MT20 244t190 TCDL 7.0 Lumber DOL 1.25 BG 0.20 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress finer YEB WE 0.06 Horz(CT) -0.02 3 nla n/a BCDL 10.0 Code FBC2017[rP12014 Matrbc-P Weight 191b FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2x4 SP N0.2 SOT CHORD Rigid ceptirg directly applied or 10-0-0 oc bracing. WEBS 2r4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation quide. REACTIONS. (lb/sme) 3=109/Mechanical, 4=47IMechanical, 5=283M-8-0 (min. 04-8) Max Ham 5=124(LC 8) Max Upliit3=-104(LC 8), 5=A5(LC 8) Max Grav3=109(LC 1), 4-81(LC 3), 5=283(LC 1) FORCES. (to) - Max. ComR/Max. Ten - All forces 250 (to) or less except when shown. NOTES• 1)Wind: ASCE 7-10; Vult-iMmph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15% Cat II; Exp C; End., GCpi=0.18; MWFRS (emrelope); Lumber DOL=1.60 plate gdp DOL=1.60 2) This tress has been designed for a 10.0 psf bottom chord five load nonconcurrerd with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (try others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 85 Ib uplift at joint 5. LOAD GASES) Standard \\\�`Oki M B R_��% PE 76p51 � z .STATE'Or -�/ ,Q�; 1 J 0 N5a Nay ypB y RYAN 145bXMITE J7 JACK 1s 1 Job Reference o nal Gaut em Russ Compenles, FM Ri . FL 34951 - ' ' Run: aM s Nw 30 2817 PMt e.230 a Od 21 M18 MTek hd mblm lm. Mon Nw 19 er:56:09 2018 1 ID:EaPOUTACVVAOi6wSO7vTFdz?ScK-nJvj(lhT4Pah9L2jSOcEeSSDXet5vnsRFFnd y am 1- - 7-6-0i 140 ( 642 0 Scab - 1:20.8 ili-su Plate OHeets MY)— j20-0.12.0-1-121 I5;0-1E.1-2-0I 15:0-0-00-1-121 LOADING (pst) SPACING- 2-M CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.51 Vert(LL) 0.07 45 >978 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.13 4-5 >569 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(OT) -0.05 3 n/a n/a BCDL 10.0 Code FBC20177rPr2014 Matfix-P Weight 24 Ito FT = 10% LUMBER, TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 3=148/Mechanical, 4=87/Mechanical, 6=33510E-0 (Mn. 0.1.8) Max Horz5=155(LC 8) Max Upllft3=136(LC 8), 5--101(LC 8) Max Gmv3=148(LC 1), 4=110(LC 3), 5--335(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 2W (Ib) or less except when shown. WEBS 2-5=295272 Structural wood sheati ing directly applied or 6-0.0 cc purlins Rigid calling directly applied or 1D-0-0 cc bracing. MIT al' rewmrtlentls that Stabilizers and required cross bracing be installed during Wss erection, in accordance with Stab➢izer Ireltallation quids. NOTES. 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) VasG124mph; TCDL-4.2ps1; BCDL=5.0psf; h=1511; Cat II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcunent with arty other live loads. 3) Refer to glyder(s) for truss to trues connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ito uplift at joint 3 and 101 lb uplift at joint 5. LOADCASE(S) Standard PE *51 ;ii� 'STATE'OF�I,Q:-::: 4 Job Truss IMM IYPG RYAN 1152-A-MREK J56 MONO Muss 2 1 Job Reference a ' ma ID:EaPOUN.CWA016x607vTFtlY15cK-FW5kN54YnVQ4j7Th97Sn2Hge05aUvWMW6 hsl -• • t-a-o ea•c Scale - 1:113 a LOADING (psf) SPACING- 2-0-0 CSL DEPL in (hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.22 Vert(LL) 0.02 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0,17 Vert(CT) -O.W 4-5 >999 180 BCLL 0.0 Rep Stress khcr YES WB 0.05 Ho2(CT) -0.02 3 nFa Na BCDL 10.0 Code FBC2017rrP12014 Matrb(-P Weight 18 lb FT = 10% LUNIBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Struchual woad sheathing direcW applied or 5-e-0 oc palins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direcly applied or 10-M oe bracing. WEBS 20 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (ib/eize) 3=10011viechanical, 4-421Mechanical, 5=27210-8-0 (min. 0.") Max Hor45=117(LC 8) Max Upltq=57(LC 8), 5=81(LC 8) Max Grev3=100(LC 1). 4=75(LC 3), 5-272(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vut=160mph (3-second gust) Vaso=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=151k Cat II; Exp C; Encl., GCpY--0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 par bottom chord INe load nonconcurrent with any other five loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of huss to bearing piste capable of witstendng 97 ID uplift at joint 3 and 81 Ito uplift at joint 5. LOADCASE(S) Standard PE 76p51 ,y ` - STATEt1F�j Job Taw 1russ lype RYAN 145ZhM1TEK MY2 VALLEY 2 1 .lob Reference (optional swlMn Trvss Cwpmd"' Pon Ram, R Mot R :8.200 a Nw 30 anT PTI BZ.fO a (M 21 2Me MTek n4usNas, be. Man Nw 19 07:58:11 2018 PoW 1 ID:EaP0UhvCWAOl9wSO7vTFdr?5cKiBLb(1�gPPe�9iDtX9NRfGMcigzGv2byFlhsl 2-0-0 240 Scale-1:6.9 2x4 4 LOADING (psf) SPACING- 2-0-0 CSL TOLL 20.0 Plate Grip DOL 1.25 TC 0.04 TCDL 7.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 Rep Stress Inv YES WB 0.00 BCDL 10.0 Code FBC2017frP12014 Matrix-P LU805ER- TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 e aan DEFL in (too) Vdefl L/d Ved(LL) n/a - n1a 999 Vert(CT) Na - n1a 999 Hom(CT) -0.00 2 n1a n1a BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/slze) 1=472-04 (min. 0-1-8), 2=342-0.0 (min. 0-1-8), 3=132-M (min. 0-1-8) Max Harz 1=26(LC 8) Max Upliftt=-14(LC 8), Z- 31(1-0 8) Max Gmvt=47(LC 1), 2=34(1-C 1), 3=25(LC 3) FORCES. (Ib) - Max. Comp/Max. Ten - All forces 250 (Ib) a less except when shown. PLATES GRIP MT20 2441190 Weight: 5 lb FT = 10% Structural wood sheathing directly applied or 2-0.0 0o puffins Rigid ceiling directly applied or 10" ac bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10, Vult=160mph (3-second gust) Wsd=124mph; TCDL=42psF BCDL=5.Opsr; h=15ft Cat 11; Ekp C; Encl., GCpt=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 psi bottom chord lite load nonconcunent with any other Me loads. 4) Bearing at Joints) 2 considers parallel to grain value using ANSI?PI 1 argle 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 14 lb upfd[ a[ Joint 1 and 31 lb uplift at Joint 2. LOADCASE(S) Standard / PE 76p51 i - STA 1TEMF`!6' 1 CA Job Imss fruss Type NYAN 145 MREK W4 VALLEY 2 1 .lob Reference o ..—,— 'a new. rL. Wi RJR SIDEePOUI.CWAOIM07vTFdtl5cK-j3Lb,B OgPPeC6ZReiDtXdlRdjNIW&;tbyF6I 1.5x4 II 7 Seale - 1:11.1 LOADING (psf) SPACING- 2- CS' DEFL in (roc) Udell L/d PLATES GRIP TOLL 20.0 Plate Gdo DOL 1.25 TC 0.25 Vert(LL) Na - Na 999 MT20 2441190 TCDL 7.0 Lumber OOL 1.25 BC 0.19 Vert(CT) Na - Na 999 BCLL 0.0 Rep Stress lna YES WB 0.00 Ho2(CT) O.OD Na Na BCDL _ 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 13 Ib FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 20 SP No.3 WEBS 2x4 SP N0.3 BOT CHORD REACTIONS. (Ibtsize) 1=116/4." (non. 0-1-8). 3=11614-" (min. 0.1.8) Max Horz1=64(LC 8) Max UplRtl=J5(LC 8), 3=-62(LC 8) FORCES. (b) - Max. Comp/Max. Ten - All forces 250 (Ib) or less except when storm Structural wood sheaWng directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling dke* applied or 10-M oc bracing. MrTek recommends that Stabilizers and required evoss bracing be installed during Wes erection, in accordance with Stabilizer Installation nuide. NOTES• 1) Wind: ASCE 7.10; Vuit=160mph (3-second gust) Wsd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft: Cat II; Exp C; Encl., GCpl=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 mechaNcal connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 1 and 62 Ito uplift at joint 3. LOAD CASE(S) Standard PE 76Q51 j� r � r ' STATE'OF'j C % F fob Ns5 Imes Iypa y an'M 1452 MREK We VALM 2 1 JOD Reference (optional) Sou vn TNaa Cpmpeniw, Fod Race, FL 34951 Run: B a 1 IREaPOU1wCVVA016%607vTFdz?50Kii3UxlixcOGPPe=ReiDtXVZ=Nbk)ZGY1Dy ha $calm 3l4r=l' UM II 2 3 2x40 1.5x4 II I LOADING (psQ SPACING- 2-0-0 CSL DEFL in (loc) Ildell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.73 Verl(LL) n/a nla 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Wd(CT) We - nfa 999 BCLL 0.0 Rep Stress Inxr YES WB 0.00 1 Horz(CT) 0.00 n1a nia 13CDL 10.0 Code F802017/TP12G14 Matrix-P Weight: 20 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP 1,10.3 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins, BOT CHORD 2x4 SP 1,10.3 except end verticals. WEBS 2X4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MT& recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Iblsize) 1=190/6-0.0 (min 0-"), 3=19018-0-0 (min. 0-1-8) Max Horz1=105(LC 8) Max Upliftl=-57(LC 8), 3=101(LC 8) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 Qb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=180mph (3-second gust) Vasd=124mph; TCDL=4.2p f; BCDL=5.0psf; h=15fK Cat II; Fxp C; EncL, GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This in= has been designed for a 10.0 psf bottom chord live load nonconcurrent with arty other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 57 lb uplift at joint 1 and 101 lb WttC at joint 3. LOAD CASE(S) Standard PE 76Q51 T u1VAL �- \.- 111111II0