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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 General Truss Engineering Criteria & Design Loads Job J1900130135 Customer. Ryan Homes Name: Oakland Lake Address: --SUNNED BY t hy, ST, MR St. Lucie County Building Code and Chapter. FBC20171rP12014 Computer program Used. MITek Version: 8.23 Oct 2 Gravity: Gravity: 37.0 psf ROOF TOTAL LOAD NIA Wind Building Authority: 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) St. Lucie County No. Date Truss lD# 1 02/01119 Al 2 02/01/19 A2 3 02/01/19 AM 4 02101/19 AM 5 02JO1119 MA 6 02/01/19 A4D 7' 02/01/19 ASA 8 02101/19 A5D 9 02/01/19 ASA 10 02/01/19 Aso 11 02/01/19 AM 12 02/01/19 AM 13 02101/10 AB .14 02/01/19 A9G 15 02/01/19 MOD 16 02/01/19 A11DG 17 02101119 C1 18 02/01/19 C2 19 02JO1119 C3G 20 02101/19 CJ2 21 02/01/19 CJ4 22 02/01/19 CJ6 23 02/01119 Cis 24 02101/19 D3G 25 02101/19 12 26 02/O J2A 27 02/01/19 J4 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 indentirication and date of each drawing. Engineer of Truss Design Package Brian M. Bleakly FL Reg. Eng. No. 76051 2590 N. Kings Highway Fort Pierce, FL 34951 No. Date Truss ID# 28 02/01/19 •J6 29 02/01119 JB 30 02101/19 V4 31 02101/19 VB 32 02101/19 V12 33 02/01/19 V16 34 02/01/19 V19 qV Page 1 of 1 0 _ TYPICAL DETAIL (9 CORNER. - HIP NOTE NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. 132.5f per Nail (D.O.I—Far ® UP TO 265# = 2-16d NAILS REO'D. nds toe nails only have 0.83 of O UP TO 394J = 3-16d NAILS REQ'D. -lateral Resistance Value. 12 R awMls CORNIER JACK GIRDER AO SOA SAO use 2-16d toe nail TC & BC. Typical jack 45' attachment J1 A J3 J5 O H7 (HIP GIRDER) II(A) (A use 3-16d `. TYPICAL CORNER LAYOUT toe nail 0 TC`, k 7t-16d �BC� t � Typical Hip jaclf attachment CHORD HANGERS FASTEN ER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — BC — — — — — —— 2-16d nails --—-- J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — —— — 2-16d nails ——--- J7 TO HIP GIRDER TC — — — — — — — 3-1Ed nails — — — — — BC — — — — — — — 2-16d nails — — — — HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — —— — 2-16d nails ———- --AlllA SOUTHERN TRUSS COMPANIES htiTs//..raoelhasbassmn NUM GRADE OF WA T.C. 2x4 M? B.C. 2a4 SYP 12 2 WEBS 2t4 SYP No3 L TOP 20 Barmu ao SPACING 24' Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 Fax:(772)310-0015 SIR. INCR• DO% D 18C2a17 1a a.G Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 TYPICAL DETAIL @ CORNER - HIP NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.6.1—Factor=1.25) nds toe nails only have 0.83 of lateral Resistance Value. ALLOWABLE REACTION PER JOINT UP TO 265§ — 2-16d NAILS REQ'D_ Q UP TO 394J - 3-16d NAILS REQ'D. 12 'OVER f BOA "-® '-I 1-0 Jt A 4® SOA nu °n n ° J3It , n u n n n QA �S OA O A O OA OA r/ O use 2-16d HI Or MMM) TC & BC. HIP GIRDER ��\ 12 0 1a5Q& 0 CORNER JACK GIRDER Typical jack 45' attachment use 3-16c toe nail 111PICAL CORNER LAYOUT & 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 — — — — — —— 3-16dnoils — — --- BC — — — — — —— 2-16dnails —-——- HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — — — IIMUM GRADE OF Wh T.C. 2x4 SYP f 6.a. - 214 SYP 2 WEBS 2x4 SW No3 LOADING (PSF) SIR 1NL L a FEC2017 7oP. 20 BDTMM 00 10 6PACPIG 2'r G.C. SOUTHERN TRUSS Fort Pierce Division 2590 N. Kings Highway, 4951 CPAN1ES (800)232 0509e (772) OMf464-4160 hnR//...ten antr �m Fox:(772)318-0016 Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 Hangers Face Mount Hanger Charts MiTeV H7d� S",V_ Cam ITIP Rear jjdx..,j P2 4 4 lod lod E410d lGdXl-1/2 ::470.t 50 4',SBO. 4 M. I S. JL24 LIJ24 20 1-MG 3 1-1/2 ISMS 4 16d 'd - 2 -TO—d xl-112 . 560 1 640 4: 6W-T 320 1 R5, F2 JL24IF-TZ 16 1-Mfi 3-1/8 4 lr lOdHDG lOdXI-I12MDG . 465*1 5W. I MW - 280 31, RI, 4 16d HOG 2 F2 IOdXI-I/2ROG .550-1 915-1 615:1 '280: 1 F32 2%4 1=4 =4 IS IAN 3418 1-39 1 2 lod 6MM * 775. SM 510 SJM4 M 16 1-2/16 3-1/4 2 I-W6 - 4 10d 2 10dxl-1/2 5M sml aby.. 4 16d - 10dxl-112 '59111 60-J 720 380 51 Wfin Slus MS 1 745, .365: HD26 Kt2S 14 I-M6 3-1/2 2-W 1-1/8 4 Isd I(fdxI4/2 F2 Ya _q 4 M 613 G95 1 745.I SM. -"6 0" "A 6'0 'MMO-1 045 65D. .6. JL2WZ A � v I Bd IMG k. 1 Ox 1 -1 2 HDS SMELOG g7e. 7.. 31, all O Sd MG. S 0 JMS. 730. .. FM j! 1-. .4., 1000 1 IBM: 1115 1 f4 5,85,F2 U11525 --Iodt 1: 6 1475 1605BIG 31, M. F32 :2 Ult G 646. 916- .70 AdxT12,� BBO IBDD 1 .:� - 4=26� v -14 ';..16d.:; 6 I.:` . .16d - 2769 3140 Ml 1975 s 5lfid 412 1 110dX142 05 745.1: 365. 5,i IM 4-.1 12M 13M 114901 -780 F2 1236 13M 1490 82S ym, 6 14 10dxl-112 710, M 870 650! 426 LUM 20 1-9116 4-3/4 14/21 ISM fi 112,di I 10dxl-1/2 840 1 SM 1G49 65U.- Xw�Tz LUC26Z 18 1-916 4-I2 l-'r'l G lOdHDG 1 4 1 1C)dxl-l/ZMG US. BOD- ao' .870.' 730. 31, Rl. 6 16d HDG 1 4 1 10dxl-1/2HDG 831 SM 1035 .730 01M F32 J128 LU28 20 1-MB 6_T8 1-11A isms Mo !!d 10dxl-112 118D 1295 .1 .855 - 5, R5. F2 10 16d 62 - IDdxl-1/2 14DO 16MI 1740 I I M: a28[F-7Z - 18 I-M6 6-118 I-l12 8 lOdflDG 4 EX1-112HDG -M 1065 It 730:t 31, RI, 8 ISMS 1 4 1 lim-1-112HDG 1105 1215 1 730 F32 JUS26 LUS25 18 I-M6 4-12116 1 V4 1 4 10d 1 4 10d rlml lom I low I I JLIS28 LLISM 18 1-9116 6-0 1-3A 1 6 10d 4 10d ItM112701 IM -I ,,IS .1115 M,,� SKF2 W MGM MUS26 18 1-9116 SNIS 2 1 6 1 10d 1 6 1 10d lMtU751160& 865-1 1 11;312". 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H1528 FOMM 16 I-,;Il_ 6 3 2 - 22 16d 4 a 497 4� �4 345 - C F2 HDZB HUZB 14 1 1: '114 4 2-U2 1-118 Idw .1 T390 5490. iii Max P�230 I= I MS 9 HOMO HMO 14 I-SM6 7-3/16 2-M 1-118 Fft 4 10dxl-112 ism 11:11490 no' 780 Max 14 6 1 I I 1 1) Llpgftbads have bm haeased 60% lor wind or wh*loals; nobalm M=ase shafl be petmitted 2)16d &&am(O.I4SdLLx3-I14* long) maybe trAd atOMolVieta* InadwhorelUmmmons m spedW ThL%doesnotap*toJAHUSLMsbdraUhanp& 3) FwJM RtS, and MM haq= Nails ndbe driven eta 3r uD45;mgf9 through ft faidwtr= ft Me headirto a*m Metalia W& 41 MAILS: 10d x 1-1)V nalls = 0.148* d'a xMir long, 10d milsare 0.148' di&x 3' lDrqh 16d nwIsm O.IW dkLx3-I2'Wag. New pmducls a updated productiderawflan me designated In bhmfwL EarroslanFinish NshtinlessSteel Mrold Coat E3HDG IRTflplaZinc 112 Continued On nett page Hangers S�'�' .S. .._ •'s�s:.m.;� LS s � ss jig �' � �4'.4'a:T• `�(� .''ss �r'R•.�':,!��KS� � 3 � �� ':: •, :In :-•..,.r22 a :N' '�,,• 9' 'P P 4' ffy1!� � . '. N : � � ' � ' :'I � N •. 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OWMb( No dSKaU4 'Cxv v noW a]dM 70 A W Ca, (.) 3.paq Jo Cf dA6 fxZ d9eAi 3nrq 3e LfI4 !dS NO Hof dS +xs tl0 (.)cNa IrUZ Hat 3n1!q tf/1f ids Sf SAS "c PIWa a°l 939W(19 �0 3aaa0 ?I IW in N n. cn I 0 a O �a w 1 ... .- 1. . . -0.0 ,W lV ONIOWS 0 q ao Jolanj uontuna Sl'L in 1adLt Joiaoj uanoJna OWL is 10d09 Joiooj uanoJnO ££'L is 1od99 BulpOo-1 unwlxow �mq M p®qp d4M sn Iw nq Jca &MISM -XVW '0'0 ,0—,i. ® qOVd H109 14OV3 NI MUN P9#—i' WA aOOU-Id X03 9x9 9x9 9x9 tx9 0 'i'x9•L tx9'L ix9•L £x9'L U 9x9 9x9 9x9 9x* B 9X£ bX6'Z bX5'Z i�XZ V ,Z9 B£ ti£ 0£ 3au of do SNVd5 INIOP a/O ,6 lV SIIVN P9L HJJM HOV1UV 'H39W3W �30V110 Ii Z 'tL Ol ,Ol MM SV S�31 03dS 33WVS 30VHa'a '0/0 ,t lV SIIVN P9 HAM HMUV 'HUMN ZOO S UO a,L ;xW '04 Ol Al B3M Sy !219Q dS'.30VLI0 3WVS*30MI9 ONIOMl9 ON Al Ol ,0 ONIOMI9 QUIMM HION31 93M IWHa ONIOVMG 93M [WM x0VBA001d NOVILV * MI � a o WR x owa wNe nodes 13MWG 32 VH MOa`Y (.Nxig3�e J�No�OdJ NSd low CNlll_'esd a-n0 ML do 1�aL 9DH NVel1 HOC WAR HQ3dj OL Jed -10 OR aHML 'Jed awls aL WON, '0 AM 1 MN 10M NOU 'M L 'eOOH NI MGHM W aMUM '0079 03s010 01•1. 32sV loH w3H AC 'aNPA HdH 0V)T ICNOWaNx1 a" cu nlae ML Nae 3' MUWdV sl was MU 'ONIOVde Nnwi i sHaad33d{UlnMa VQJ NN01630 a11V3H911i1yla�tl,OKiis OOnfG aaL bOBJflyngH '66 M 00 1 l How ICLL •��pp��pp0 aLL apL CNI1Nftda Hp0lS Sands 3N0 IVH1 09 030300VJB 39 1" s30L1ds CHOHO HIOMG GMfM 71V11 00 ,t lV 63Va" )IMOM W 3aVd9 s3LVid CORM H03 HOIs3a aims aL H3l3H r yq Ja Cl7 diS txL 39sM pq Ja Le d1S the P M 1100 neq Ju ej ds the Plaga doi 39Wni do 3aVHa WnWINIW SCAB -BRACE -DETAIL I ST - SCAB -BRACE Nate: Scab -Bracing to be used when mnfmuous lateral bracing at midpommt (or T-Brace) is Impractical. Scab must coverfull length of web +1 a". THIS DETAIL IS NOTAPLICABLE WHEN BRACING IS — REQUIREDAT7I3•POINTS ORI-0RACE IS•SPECIPiED: APPLY 2x SCAB TO ONE'. FACE OE WEB W M " 2 ROWS OF 10d"(Y X (.131') NAILS SPACED B"O.C. SCAB MUST BE THE SAME GRADE. SIZE AND SPECIES (OR BET(ER) AS THE WEB. W MAXIMUM WEB AXIAL FORCE = 25001bs MAXIMUM W®LENGTH scA6 BRACE W MINIMUM WEB -SIZE - SCAB WEB GRADE OF#3 Nails / Section Detail ® i Scab -Bra® Web Scab -Brace must be same species grade (orbeW as web member. L-BRACE DETAIL Nairng Patter . L-Brace sae Nail Site . NaIl Sparing 1x4orB 10d 8=o.c. 2x4, 6, or 8 16d 8" o.c. Note: Nall along entire length of L-Brace. ' (On Two-Ply's Nail to Both Pnes). •- vvr Web Note: L-Bracing to be used when continuous lateral bracing Is Impractical. L-brace most cover e0-°%ofweb length: L-Brace must be same species grade (or better) as web member.- L-Brace Sae for One -Ply Truss Specified Continuous Rows of Lateral Bracing St 1 2 or4 [!b ix4"Usx8 2x8 �» "' DIRECT SUBBTn7rnON NOT APUCABLE. L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing 1 2 : [!rb'¢e 2x42x6x8 2x8 +» "'DIRECT Si1BBTrrUT70N NOTAPLICABLE. T-BRACE / I -BRACE DETAIL Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / 1-Brace must cover 90% otweb length. Note: This detail NOT to be used to cofivert T-Brace / hBrace webs to confinuous lateral braced webs. Nailing Pattem T-Brace size I Nai1S6F Nail Spacing tx4orUS 10d B'oc. 2x4 or 2x6 or 2x8 16d B' o.c. Note: Nall along entire length vi:T--Brace / 1-Brase- (On Two-Plys Nall to Both Plies) . . alternate position Brace Size for One -Fly Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2' 2x3•or2x4 1x4 (7 T-Brace 1x4 (7 I -Bra 2x6 1x6 (') T-Brace 2x61-Brace 2r8 W T-Brace 2x8 I -Brace Brace Size for Two -Ply Tniss Specified Continuous } Jr Rows of Lateral Bracmg SPACING yt/eb Size 1 2 2Q or 2x4 2x4 T-Brece 2x41-Brace t k 2x6 - 2x6 T-Brace 2x6 I-Brecr W®� 2 8 2r8 T--Brace o,.a ra__ r r Nals Section Detest T-Brace �'• \ Web alternate position Nabs Wob I -Brace Nets TBRACE T-Brace / I -Brace must be same species and grade (or better) as web member. NOTE If SP webs are used in the buss, U4 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 #2 with 1X bracing materK use IND 45 forT-BraceA Bras For SP truss lumber grades up to #1 with 1X bracing material, use IND 55 for T-Bracell Bras Job IVU!3S 1ruw iypa 1933OA4AN Al COMMON 3 b Jab Reference o 'onel 6 Ihem Truss, Ft Pierce, FL. 34961 Run, 99309 04212018 Pn11c 9.230 B Oct 212018 MU" InUU.MI Inc Fn tea I W:Ze ZUIa rage l ID:ny4inmjpmNjBmTOZIUhwcynijv-MBhvMFkl87JJagvTebS2bcd22A6nEga6KWNxpZSt -2-1 143.1 T1JL 30+t3 T3)S7 44de 46OA , 7-2-1 I -1 1 ao-ls Y. ht�l 6109 oea a 7m 3x5= 3x6= 315= 316= 3x5= 5x9// 5116 in 1$ Plate Offsets MY)— fl:0-1-1204)-121,12:0-M,0-1-121.19:0-0-0,0-1-141 rll:0S12 D-1-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Poo) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TIC 0.58 Vert(LL) -024 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.5514-15 >971 180 BCLL 0.0 Rep Stress Ina YES WB 0.89 Hmz(CT) 0.16 11 nta We BCDL 10.0 Code FBC2017rMI2014 MatdxS Weighb2511b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 -Except' Ti: 2x4 SP No2 BOT CHORD 2x4 SP No2 *Except' 81: 2x4 SPM 31 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpl 8-11 2 Rows at 113 pis 2-18 REACTIONS. (size) 18=D-B-9 (min.0.1-8),11=0-8-0 (min.0-2-1) Max Hcm 18=193(LC 9) Max UpIift18=5S5(LC 8),11=-605(LC 9) Max Gmvl8=1633(LC 1), 11=1735(LC 1) FORCES. Pb) - Max. CompJMax Ten. -All forces 250 Pb) or less except when shown. TOP CHORD 2-3=-3D7311081, 3-0=293911102, 45=24771924, 5-6-24711918, 6-7=285311072, 7-8=-298611052, 8.9=7591323, 9-10=620/157 BOT CHORD 17-18=109112864, 16-17=-82012492, iS16=-82812492,14-15=457/1856, 13.14=64412471, 12-13=-64412471, 11-12-86812768, 10-11=1881630 WEBS 2-17=2111286, 4.17=-185/477, 4-15=6431462, 516=-359/827, 514=352I614, 6.14=-618/4593 6-12=4581399, 2-18=319011046, 9-11=-0241354, 8-11=23941762 NOTES- 1) Unbalanced roof live leads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.OpA h=15f ; Cat II; Exp C; Encl., GCpF0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load noncencua t with any other live loads. 4) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100lb uplift atjoint(s) except Prlb)18=565. 11=605. LOAD CASE(S) Standard \\\��IPN r 60 1 iM 5, ATE F i IVI'31ONAi E�G 0 Ills I Was lype y 1833-DA-l.PN A2 HIP 2 1 JOb Reference foPtional Soul= Truas. FL Pie .FL, U961 5 M1112 Sx5 = Run: Sx5 = Dead Load Den. =114 in ax8 = 5x5 = 3x4 = 4e = 3x4 = 3x4 = bxe = 3x4 = 5x5 = axe = 729-a 7 0.10I 37s11 5 I 446-00 I -2756-0-5z--0 44-&0 Plate Offsets QXY)- rll:Edne0-6-01Nt•0.1-120.0-01 f120.2-60-1-121 N9:0.2.60.1-121120:0.1-12.0-MI, I20:Edgo.%Z-0I - LOADING(Pat)SPACING- 2-0.0 CSI. DEFL. in Qoc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 1.00 Vert(LL) -0.37 13-15 >999 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.88 Vert(CT) -0.6213-15 >853 180 BCLL 0.0 Rep Stress Ina YES WB 0.90 Hoa(CT) 0.14 11 n/a n/a BCDL 10.0 Code FBC20177TPI2014 MahixS Weight 262 lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (sae) 20=0.8-0 (min. 0-1-15),11=0-8-0 (min. 0-1-15) Max HOrz20=158(LC 9) Max Upl102O=-557(LC 8), 11=557(LC 9) Max Gnw20=1642(LC 1). 11=1642(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. WEBS 1 Row at midpt 4-16, 7-15 FORCES. (lb) - Max. CompJMax Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3202flO5l, 2a=28341942, 3-4=27111981,4-5=22281766.5-6=19891744, 6-7=22281766, 75=2711/961, B-9=2834/942, 9.10=320211051, 1-20=-15621584, 10-11=1562/583 BOT CHORD 19-20=-380/538, 18-19=1048I2889, 17-18=-8252556,16-17=8252556, 15-16=-473/1989,14-15=6672558,13-14=-6672556, 12-13=8902889, 11-12=234/538 WEBS 2-18=-395252, 4-18=71/417, 4.16=8251464, 5-16=1631581, 6.15=1631581, 7-15=825/464, 7-13=71/417, 9.13=395252, 1-19=-6702358, 1D-12=6582358 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=4.2psh BCDL=S.OpsF h=15tq Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 DO lb uplift at)oint(s) except Ot=1b) 20=557, 11=557. LOAD CASE(S) Standard �\�Q-jPN ME CF•r��i 60 1 �� -O SATE F 7 i,/�FSSrONAt Job Truss mss lyps. Lay ply 183"A-LAN ASA HIP 1 1 Job Reference foptionan soutnam we, FL ,arcs, FL, 34951 7x i 5x5 = 5.00 12 Sk7 = Dead Load Dell. -1/41n 3,4 = 44 = 3x8 = 3x4 = 4x6 = 9x4 = SM = LOADING(pst) SPACING- 2-M CSI. DEFL. in Qoc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.74 Vert(LL) -0.22 12-14 >999 240 MT20 2441190 TCDL 7.0 I Lumber DOL 1.25 BC 0.87 I Ved(CT) I -OA912-14 >999 180 I BCLL 0.0 Rep Stress Inv YES WB 0.69 Hom(CT) 0.12 11 nla We BCOL 10.0 Code FBC2017fP12014 Matrix-S Weight 241 It, FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purilns, except SOT CHORD 2M SP Not *Except' end vedlcals. Bi: 2x4 SP M 31 BOT CHORD Rigid raging directly applied or 6-7-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Raw at midpl 4-15, 6-15, 7-14, 2-18 REACTIONS. (size) 11=0-8-0 (min. (min. (min.0.1.8) Mm Horz 18=188(LC 8) Max Uplifti l= 475(LC 9), 18=508(LC 8) Max Gravl1=1512(LC 1), 18=1512(LC 1) FORCES. Qb) - Max CompJMax Ten. -All forces 250 Ph) or less except when shown. TOP CHORD 1-2-frW1247, 2a=2750/895, 3-4=2685f914, 4-5=20761705, 5-6=1859/694, 6-7=1973/672, 7-8=1879/616, 8-9=19401604, 1-18=-391M10 BOT CHORD 17-1B=1022/2602, 16-17-78812308, 1516-7882308,14-15=42411760, 13-14=511/1879, 12-13-511/1879,11-12---412/1279 WEBS 2-17=190/268, 4-17-851445, 4-lS=6251399, 5-15=951479, 6-15=1571314, 6-14=931365, 7-14-2261259, 7-12=3DV170, 9.12=86/633, 2-18=2308!/54, 9-11=19041623 NOTES- 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7.10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.Opsf; h=15ft; Cat 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plats grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pal bottom chord five load nonconcunent with any other live loads. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b)11=475, 18=508. LOAD CASE(S) Standard p 1 ruse Type Y 1833-DAAM Aso SPECIAL 1 t Job Reference (optloist)_ sceou m �- �u rieiee,ram, 3awi win:a.2aes yap "iern.o.suuewnxuierruiex,nvusmes, a= ID:ny4lmnjpmNjemTOZIUhwcynljv-eIJSK2H ZmDoalk3lud3X7zDasbm143z63dObFzp2Sr 88S 12-83 1900 ]Sa-e 91-1a1d 3a1-12 4333 ] eas I az-13 1 sz,a 1 saa 1 sa-14 I eau 1 ii 1z Mid-o�?�-0a a 6x5 = 6.00 5x7 = 12 <U 45_ 19 US = 18 US = 06 = Dead Load Dell. - 3181n 16 14 — 3x6 3x5=7xf011 3x8 = 468017-00 '7-12 1600 253e 35b6 4338 ]8 494-0 5-1z { 94.4 1 aeo F s4- I ea3 + oa Plate Offsets (XY1- 1.0,5.4 Edgel I7:0-5-40-2-121 f10:0-2-8 D-i-121 111.0-5.4 Edgel 113:0-0-4,Edge) 113.0.1.6 Eduel f14:03-8 D-1.81, f15:0-2-40.1.81 LOADING(psf) SPACING- 2.0-0 CSI. DEFL in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Ved(LL) 0.33 15-16 >999 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) .0.71 16.18 >786 180 BCLL 0.0 Rep Stress Ina YES WS 0.61 Horz(GT) 0.19 13 We Na BCOL 10.0 Code FBC2017/TP12014 MebbaS Weighb2641b F17=20% LUMBER - TOP CHORD 2x4 SP NO2 `Except' Tt: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 -Except' B2: 2z4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right- 2x6 SP No.2 SLIDER Left 2x6 SP No.2 3-6-2 REACTIONS. (size) 1=0-6-0 (min. 0-1-5), 13=0-8-0 (min. 0-1-8). Max Homl=152(LC 10) Max Upfdt1=560(LC 8),13=581(LC 9) Max Gmv.1=1727(LC 1), 13=1727(LC 1) BRACING - TOP CHORD Structural woad sheathing directly applied. BOT CHORD Rigid calling directly applied or 6-1-7 oc bracing. WEBS 1 Row at mldpt 5-119, 7-19, 8.18 FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3444/1096, 2-3=336211114, 3-4=3237/1023, 45=-310311035, 5-6=26071855, 6.7-2351/827. 748=26641868. 8-9=3627/1220, 9.10=374611209, 10-11=-5676/1904, 11-12=338311156, 12-13=,-3578/1196 BOT CHORD 1-21=1063/3032, 20.21=84812804,19.20=-84812804,18-19=537/2408, 17-18=796/3044,16.17=-79613044,15.16=118813848,14.15m-1613415117, 13-14=1038/3176 WEBS 3-21=145250, 5.21=741415, 5-19=6391405, 6.19=166/640, 7-19=297/152, 7-118=249f734, 8.18=8731491, 8-16=2161742, 10-16=626/402,10-15=-55111604, 11-15=744/401.11-14=2294/660,12-14=-47311475 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf,, h=15ft; Cat 11; Exp C, End., GCpi=0.18; 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) This truss has been designed for a 10.0 psi bottom chord five load noncencumeld with any other live loads. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) except (1t--lb)1=560, 13=581. LOAD CASES) Standard M.131- N 60 1 >* ik -O� S, zz � ORtO�: �N /S�ONA„\NG �NX J00 Iruss lype D'y y 1833-DA-I'N1 - ,, vr:a�` A4A'-,. rS-f+."'• HIP 1 1 Job Reference (optional) SauNen Sx7 = 5.00IR12 2x4 If 5xT= DWI Ued Den. - 141n 3x4 — 316 = 318 = 314 = 3x6 = 3x4 = 5x4 = 3x4 = LOADING(psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 125 Rep Stress lnor YES Code FBC20171TPI2014 CSI. DEFL in (loc) Udell L/d TC 0.48 Ven(LL) -0.18 17-19 >999 240 BC 0.95 Vert(CT) -0.4017-19 >999 180 WB 0.68 Horz(CT) 0.14 12 n/a We Matrix-S PLATES GRIP MT20 2441190 Weight2491b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 •Except• TOP CHORD Structural wood sheathing directly applied or 3-0-4 on pudins, except T1: 2x4 SP M 31 end verticals. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-16 SLIDER Left 2x6 SP No23-0-9 REACTIONS. (size) 1=0-8-0 (min. 0-1-13), 12W-8-0 (min. 0-1-13) Max Horz 1=198(LC 8) Max Upliftl=-493(LC 8). 12=-456(LC 9) Max Gravl=1518(LC 1), 12=1518(LC 1) FORCES.. (Ib) - Max Comp./Max. Ten. -All forces 250 (tb) or less exceptwhen shown. TOP CHORD 1-2=2966/951, 23=-28921961, 3-0=27941888.4-6-2755/898, 5-6=2254f793, 6.7=20681806, 7-8=206a18g6, 8-9-2054ff30, 9-10=1839/575 BOT CHORD 1-19=-976/2597,18-19=804/2443,17-18=804t2443, 16-17=56412027, 15.16=-50311838, 14-15=54911850, 13.14=54911M, 12.13=-33611084 WEBS 5-19=54/343, 5.17-571/364, 6.17>168/633, 6.16=86/253, 7-16�32lt241, 8.16=179/514, 8-15=-551282, 9-13=-048f218,10-13=166f790,10-12--1801/564 roof live loads have been considered for this h=15$ Cat II; Exp C; End., GCPI=0.18; 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psi bottom chard live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb)1=493, 12=456. LOAD CASE(S) Standard A 0 russ InIss Ime y 1833-DA4 AN MD SPECIAL 1 1 Job Reference Oonal ' Dead Load Dee. =1/4 in 5.00 1z 5x7 = aw 11 5x7= 8 7 g 3x5 i 3x5 11 axe ' S 4 8 2x4 J 4 Sx5 = d 5x5 = 4x5 i 3 W6 10 4x552 1121322 .. Io c 5xs = 21 20 19 18 17 16 15 14 Us = M= 4xe=3x5= Us = 3x5= Us= 3x5= 5x8= US= 6x10 // Plate Offsets (Y Y)— 11:0-1-6 Edgel 11:032 0.3.01 16:0.5-0,0-2-81 18:O-54 0-2-81 114:0.3-8 EdneL 114:0-0.11,0-1-101 f15:0-40 D-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 028 19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.5320-22 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.92 Horz(CT) 0.18 14 n1a Na BCDL 10.0 Code FBC2017/rP12014 Matrixo-S Weight2771b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 74:2x4 SPM 31 SOT CHORD 20 SP M 31 'Except' B2: 2x4 SP No.2 WEBS 20 SP No.3 SLIDER Left 2x6 SP No.2 3-0.9 REACTIONS. (size) 1=0-8-0 (min. 0-11.8), 14=0-8-0 (min. 0-1-8) Max Harz 1=-137(LC 9) Max Uplift1=545(LC 8), 14=591(LC 9) Max Gnwl=1713(LC 1). 14=1814(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-83 oc pudins. BOT CHORD Rigid ceiling directly applied or 6312 oc bracing. WEBS 1 Raw at midpt 9.16 FORCES. (lb) - Max CompJMex Ten. -Ail forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3701/1165, 2-3=3645N779, 3-0=-3467/1050, 4-5=3407/1060, 55=276am48, 6-7--2650/978, 7-8=26501978, 8.9=27971948, 9.10=3488/1060, 10-11=2700/856, 11-12=288W879 BOT CHORD 1-22=114013340, 21.22=-881rz981, 20-21=-881,2981, 19-20--437/2503, 18-19=6402518, 17-16=-85613166,16.17=85613166, 15-16=109213612 WEBS 3-22=2542B3, 5-22=-84/455, 5-20=fi52Y391, 6-20=1901565, 6-19=143/429, 7-19=3171238, 8-19=1331411, 8-18=1831565, 9-18=7971434, 9.16=01409, 10-16=471286, 10-15=16961610, 11-15=.306H064,12-14-18611554,12-15-6592420 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=151k Cat Il; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) except (jt=lb)1=545, 14=591. LOAD CASE(S) Standard Job Iruss Iruss lype 1833-DA4.AN A5A HIP 1 t Job Reference o Oonal SouNem Trvse, FL Pbrre, FL, 94951 I 5.00 V2 W= Mn: 2x4 II sx7 = Dead Load Dell. = 3/16 in .. 2011 3x6= 3x8= 5x5= 3x6= 2x611 3x4 = LOADING SPACING- 2-M CS1. DEFL - in Poe) Well IJd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.19 13-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL I 1.25 BC 0.79 Vert(CT) -0.3613-15 I >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.67 Horz(CT) 0.13 10 We nfa BCDL 10.0 Code FBC20177TP12014 MatrlxS Weight23416 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except' TOP CHORD Structural wood sheathing directly applied, except end verOrals. T3,T4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.2-12 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 3-15 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-11-2 REACTIONS. (size) 1=0-8.0 (min. 0.1-13), 10--"-0 (min. 0-1-13) Max Hoa 1=183(LC 8) Max Upll t1=474(LC 8). 10=-476(1-43 4) Max Gmv1=1518(LC 1),10=1518(LC 1) FORCES. Qb) - Max. Comp./Max. Ten. - All torus 250 Qb) or less except when shown. TOP CHORD 1-2=3012/915, 2-3=29231936, 3-0>24401845, 4-5=-2425/869, 5E=2353/939, 6-7=2353/939, 7.8=21341767, 8.9=1736/565, 9.10=1488/485 BOT CHORD 1-16=.88912646, 15-16=889/2646,.14.15=675f2191, 13-14=67512191, 12-13=-57611895, IIA2-497/1582 WEBS 3-16=0/310, 3-15=529/363, 5-15=8B/456, 5-13=1321395, 6-13=-4421334, 7-13=2617729, 8-12=941465, 8-11=-6521311, 9-11=wON749 NOTES- 1) Unbalanced reof 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=15it; Cal 11; Exp C; End., GCpl=D.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 pal bottom chord live load noncorim ent with any other five loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift atjoint(s) except GI--Ib)1=474. 10=476. LOAD CASE(S) Standard Jab Nee irusii type 18330A{AN A5D SPECIAL 1 1 Jab Reference o Oonei ,use. ru r,ace, ri., .weal Kvil:ax408 IIU 2l zaltl YnnL'tlSJUaep Zl 2altl MlleitlMuaai¢y ma torso 1ea:[ILWZu1e r el ry ID-. imnjpmNjBmTCWUgwcynl)v-aBQCIkJE5NTkTLuS811Xdu2XJfP12atGeN6Xf8 8p 4aea e314 18-0-0 W 96a0 22 12 4a38 1-7 4W 47a ea-tb 7A2 i 7.1-0 I 7+0 I .2 I as12 ¢t+��ae aso 5.00 12 Sx7 = 2x4 II 5,7 = 4 6 a Dead Load Defl. - 5116 in 45= 19 is 17 16 " 14 13 12 7x10 II 2x4 II Sxs = sire = 3x5 = 3x5 =. 4x5 = 4x6 = Z� 0 Sx8 = 6z10 // 48-0 0 47+ Plate Offsets (X Y)— I1:0.04,Edge1 11:0-1-0 Edcol 14:D.54 0.2-121 16:0.6-0.G.2.81 18:0.5-0 0-2.81.1120.3.8 Edee1. 112D-0-11 0.1-101 f13:04-0.0-1-81, [18:0.3.0.0301 LOADING(psf) SPACING- 2-0.0 CSI. DEFL In Qac) Vital] Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.31 17 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.5914-16 >936 180 BCLL 0.0 Rep Stress Ina YES WB 0.91 Horz(CT) 0.15 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 MabixS Weight 262lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 *Except T2,T1: 20 SP M 31 SOT CHORD 2X4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 12=0-8-0 (min. 0.1.8), 1=0-8-0 (min. 0-1-8) Max Horz1=122(LC 8) Max Upliftl2=593(LC 5), 1=524(LC 8) Max Gravl2=1814(LC 1).1=1713(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid wiling directly applied or 7-8.1 oc bracing. WEBS 1 Row at midpt 2-18 FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2-- 3725/1160, 23=2986I1016, 34=-2896/1039, 45�3096/1149, 5-6=.300611149, B-7=2975/1052, 7-8=3861/1247, 8-9=26941943, 9.10=-31401978, 10.11=4641153 BOT CHORD 1-19=-1027/3361,18-19=-1027/3361,17-18=75912682,16-17=759/2709, 15.16=S24I3089,14-15=-924I3089, 13.14=100613529, 12-13=1621465, 11-12=162/465 WEBS 2-19--01346, 2-18=764/451, 4-18=1091523, 4-.17=204/607, 5.17=4521340, 6-17=2011570, 6.18=1661579, 7-16=5421367, 7-14=2281622, 8-14=159266, 8-13=15741395, 9-13=28411027, 10.12=15901600,10.13=-73112389 NOTES- 1) Unbalanced roof two 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=15ft; CaL II; Exp C; End., GCpl=0.18: MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate gap DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pelf bottom chord live load nonconcunent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uprdt atjoint(s) except Qt=Ib)'12=593, 1=524. LOAD CASE(S) Standard / 60 V1 �i r S iTaC 40 ORIV ' gIONA; E�G �N Job IMM iruss lype, y 1933-DA4AN Ask HIP 1 1 Job Reference(op8ona0 5x5 = 3x4 = 3X6 = 3x4 = 5x5 = Dead Load Dell. = 5116 in I exe = W = - SX8 = 46 = 3x4 = 4x6 = 3zB = 5x5 = sedi = OykO M! 1-W M4 31-8.0 3&1-e 44-0-0 44-8•0 non c.o.n I cv I I I E I un_n 7. Plat: Offsets MY)- 110:Edge,0A-01, f10:6.1-12.0A-Ol. f11:0-24 0-1-12L 07:0-2-8.o-1-12L mex—i-12,0AA1, f18:Edge,0.601- � LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.32 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.87 Vert(CT) - -0.59 14-16 >901 180 BCLL 0.0 Rep Stress Ina YES WB 0.93 Ho2(CT) 0.15 10 n/a We BCDL 10.0 Code FBC2017/TPI2014 MatrixS Weight2441b F17=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP NO2 •ExmpC B2: 2x4 SP M 31 WEBS 2x4SP N0.3 REACTIONS. (size) 18--0-B-0 (min. D-1-15), 10=Mechanical Max Horzl8=97(LC 8) Max Upl[ tl8=523(LC 5), 10=-523(LC 4) Max Gmvl8=1642(LC 1). 10=1642(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forms 250 (lb) or les BOTCHORD WEBS 9-1 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verUcels. SOT CHORD Rigid ceiling directly applied or 5.9-10 oc bracing. WEBS 1Row at midpt 4-16,642 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=4.2pst. BCDL=S.Opst; h=15ft; Cat II; Exp C End., GCpF-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 pal bottom chord live load nonconcurrerd with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) at truss to bearing plate capable of withstanding 100 In uplift at joint(s) except tit=lb)18=523, 1D=523. LOAD CASE(S) Standard 0 N5a Nss ype IM-DA-LAN ABD 3PECW. I 1 Job Reference(o Bon SdMem1Nm,FL Vie,®, FL, 34851 aun:a2a0a Ca 21 Zele PnaC aZaOa Dp 21 7]-.aa.&9 I 1fi4£Ar-07 I 2603343 �— �28U` A-01-12 ID: Iny4imnjp32m-eNdjemTCOUjwcyn3l)Bv--3W8ZWUYteyAMPl3l;4&7'9rr430-Gjh?lJ7u7f4M#M45-1Q[hObkl aSn —.!gmarnrete 2 1 47 . s34 5.7-e 3-0-110 4 14 dbb 5x7 = 2x4 11 3x6 = 3x5 = 5,7 = Dead Load Deg. = Me in 4x5= 20 19 1e 17 16 1e 14 13 5x8= 7x10 11 20 It 3x5 = 4x6 = 3x5 = 3x5 = 3x5 = 318 = 4xe = 4xe = d800 1-00 ]EA flbD a1a1 28+12 3aa-0 a&i-e 47-0U d]r}e &�A � 83i 1 611d I i�d �D GI 680 Plate Cffsets MY)- 11:0-D4 Edgel, Ma—G-14 Edge1. 13:0-&4 D-2-81, V:0-5.4,0-2-121 112:0.3-2,03-0L f12:1-" Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.26 TC 0.90 Vert(LL) 0Al 16.17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.7016.17 >812 180 BCLL 0.0 Rep Stress Ina YES WB 0.70 Horz(CT) 022 12 n/a n1a BCDL 10.0 Code FBC20171rP12014 MatrixS Weight 264 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc pudins. T1: 2x4 SP M 31 BOT CHORD Rigid caging directly applied or 5-6-2 oc bracing. BOT CHORD 2x4 SP M 31 'ExcepP WEBS 1 Row at midpt SA7 B2: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 SLIDER Right 2x6 SP No.2 2-3-1 REACTIONS. (size) 12=0-8-0 (min. 0.1-8),1=0-8-0 (min. (3.1-8) Max Horzl=107(LC 9) Max UpUM2=554(.C5), 1=556(LC 5) Max Gray.12=1751(LC 1), 1=1751(LC 1) FORCES. (lb) - Max CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3843/1261, 2-3-323911172, 3-4=3476/1350, 45=-347611350, 5-6=3476/1350, 6-7=3528/1368, 7-B=,i38311227, 8.9=.3395/1169, 9.10=36451122A, 10•11=-374811274, 11-12=-380311267 BOT CHORD 1-20=1094f3470,19-20=1094I3470,18-19=90512928, 17-18=90512928, 16-17=1157/3528, 15-16=959/3086, 14-15=95913086,13.14=1188/3746, 12-13=-1113/3416 WEBS 2-20=0/301, 2-19=6201377, 3.19=1021442, 3-17=320/875, 4-17=352J264, 6.16=3961247, 7-16=-272(757, 7-14=141/554, 8.14=79W386, 8-13=-1100/461, 9-13=399/1238 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=5.OpsF h=15f0 CaL II; Exp C; End., GCp1=0.10; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other five loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) except Qt=lb)12=564, 1=556. LOAD CASE(S) Standard 60 1 1aY i%V' S, ATE F. ✓`�� ORtD4,G\�`\�� JUD Truss cuss Iypo 163343M.AN A7A HIP 1 1 Job Reference o onal saulhem T,use. Ft Pierm, FL, 3,1951 Dead Load Dell. = 51161n 5xe = 2x4 II 3x6 = 3x8 = 6,5 = 6.0012 4 5 g 7 6 '7 Epp"empappodo- I o, W 1,01APAVI 6 7, rw�w. . 'm i PA V� I .. J E_J 6x6 It 19 18 17 18 15 74 13 12 6x6 II 294 If 3x4 = 45 = 3x8 = 2x4 II Sxs wB= 3xe = 2x4 II L 55771122 1'-I V 7-4 I 2-01e2I 144 7-4 I -4 I 39-0d I 44-0-0 4q-&0 Sbd 411-12 Plate Offsets MY)-- 11:0-2$.0-0-M f4:05.12 0.2.81 111:D4.4.0.0.51, 116:0-2-8 0-1.81 LOADING(psf) SPACING- 2-0-0 CSL DEFL In Qoc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.31115-16 >999 240 LfT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.6615.16 >814 180 SCLL 0.0 Rep Stress Ina YES WE 0.68 Horz(CT) 0.23 11 Na n/a BCDL 10.0 Code FBC2017/TPI2014' MabbcS Weight: 2431b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOPCHORD Structural wood sheathing directly applied or 3-6-10 on pudins. SOT CHORD 2x4 SP No2 BOT CHORD Rigld calling directly applied or 2-2-0 no bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-16, 7-13 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No2 3-0-7, Right 2x6 SP No.2 3.0-7 REACTIONS. (size) 1=0-8.0 (min. 0-1-16), Y1=0-8-0. (min. 0-1-15) Max Horz1=92(LC 9) Max Upiiftl=-551(LC 5), 11=551(LC 4) Max Grev1=1653(LC 1), 11=1653(LC 1) FORCES. Ob) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2--328411117, 23=-321111127, 34=-9019/1137, 4-5=-3625/1455, 5-8=362511455, 6.7=3625/1465, 7.8=2783N094, 8-9=-3020/1137, 9-10=321011127, 10-11=-328311117 BOT CHORD 1-19=-94912880, 18.19=949/2880,17-18=9052765,16-17=90512765, 15.16=1272/3622,14.15=127213622,13-14=127213622,12-13=946I2879, 11-12=9462879 WEBS 4-18=-34/312,4-16=-447I1139,5.16=-427/323,7.15=01301,7-13=11191441, 8-13=206/775 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.Opsf; h=151t Cat II; Exp C; Encl., GCpl=0.18; 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) This truss has been designed for a 10.0 last bottom chord live load nonconcunent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atJolnt(s) except Ot=lb)1=551, 11=651. LOAD CASE(S) Standard i i 60 1 r p tt 3S ATgE F�f i -1 ORtOP;�`� N /ONA i 11 ion IFUSS I russ rype 1831-0A-LAN AM SPECIAL 1 1 Job Reference (options!) •"'^ • • • �•_••�. • �. •'�++� Kun: 6Lou a v¢ Ll Leln Y n.ZJu 9 U411 Lu1tl W rClUnau5NB9. InC to teo l UaRl:u1201e P e 1 ID:ny4imnjpmNjSmTO2lUywcynljv-Tj6LO1L7O1rIKocIpRCEEXgSEtSBF QIGLKBGTzp15m BS2 12-0-0 1674 4 2 3480 3&Y9 MUM' 41d-0 BS2 Sbtd 7-]< -58 7-4 -.814-0 4-leE 41 b2 5.00 12 416 = 2x4 It 5x8 = 3x5 = 4# 2x4 II 5 3x8 = axe = 3x8 = 6x5 = 5x5 = US= US= US MT20HS= Dead Load Can. = 3M in 4x6 = r610 aF.2 1240 1&74 2r412 3441-0 37-74 4740 47A ll sou I 774 i r3a I 7-i4 I z-11A I Bdd rem Plate Offsets MY)- 11:0320301 r1:0-14.Edgel i4:1)-5.12.0.2-81 113:032 0-3.01 I13:1.3-0 Edge] f18:0-2-12 0-1.81 LOADING(psf) SPACING. 2-0-0 CSL DEFL. in Pon) Vdefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) O,45 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.7517-18 >755 180 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.73 Horz(CT) 0.23 13 We nla BCDL 10.0 Code FBC2017[rP12014 Matrix-S Welght:265lb FT= 20% LUMBER - TOP CHORD 2x4 SP No.2'Except• T2,T3: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 •Except• B1: 2x4 SP Nm2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.23-0-10, Right 2x6 SP No.22.6-6 REACTIONS. (size) 1=0-8-0 (min, D-2-1), 13=04i-0 (min. 0-1-8) Max Horz 1=92(LC 10) Max Upl'dtt-i83(LC 5), 13-579(LC 5) Max Grev1=1751(LC 1), 13=1751(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2.0 cc puriins. BOT CHORD Rigid ceiling directly applied a 5-6-1 no bracing. WEBS 1 Raw at midpt 7-18, 7-15 FORCES. (lb)- Max. Comp.IMax. Ten. - All fames 250 Qb) or less except when shown. TOP CHORD 1-2=3830/1302, 2-3=.3773/1316, 3-0=340011267, 45=-4034/1605, 5.6=4034/1605, 6.7=-403411605, 7-8=-332811299, 8-9=354211359, 9-10=3254H208, 10.11=352611263, 11-12=373811359,12-13=-379711351 BOT CHORD 1-21-1148/3455, 20-21=-114813455,19-20=-1023/3097,18.19=102313097, 17-18=145114108, 18.17-145114108, 15.16-145114108, 14-15>1147/3468, 13-14=1188/3419 WEBS 3.20=-4151291, 4-20=52/394, 4-18=-080/1238, 6.18=429/324. 7-17=01313. 7-15=1071/408, 8-15=294/1014, 9-15=-449N97, 9-14=8321366, 10-14=-324I1037• 11-14-226MS4 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsb h=151b Cat II; Exp C; End., GCpl=0.18; 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) Ali plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other Ihre loads 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100In uplift atjoinl(s) except at -lb) 1=583. 13=579. LOAD CASE(S) Standard Joe Ns5 I Nss rype y 1833-nA4 AN AS HIP 1 1 ,lab Reference (optional) S UUIM IMB, MFltl ,ri. 34951 lLn: 9.Z3oe oG zt 2[nn Vanr.a23o6Oft zl zote M118K IneeSaIBB. 111G rn reD l llu:sl:ul lulu ra e'I ID:ny4imrljpmNjamTOZIUjlwrynljv-7j6LOIL701rIKocIpRCEF-Xg9btYOF_gIGLKBGT Sm ' 1PQ0 4 2121 30," 46.0-0S71 R14 6746•&0 64614 r 4 4 4 1�1- 2 ii Dead Load Deb. = 318In 6.90 12 5x7 = 2x4 II 3x8 = 3x6 = 2x4 II 517 = 4 5 6 7 8 9 2x4 4x7 3 1v V- no. 51B = 19 1817 16 1514 13 6x8 = 4x5= 3x5= 2x411 3x5= 4,5= 4x5= 3x8= 3XII = 4x6 = da60 1-0-0 1660 L'4 &7 3-0 4580 4-0M4 9-a0 1 6 I 69a Plate Offsets (X.Y)—. f1:0-3-2 0-3-01 11:0.1.6 Edge , r4:05.4,0.2-121, t8:0-54.D.2-121 rl2:0-3-2 0-3-OL 112:1-3-11,Edgel 115:04-8.0-1-81, 117:030.0.1-81 LOADING(psf) SPACING- 2.0-0 CSL DEFL in (lac) VdeO Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.47 Vert(U-) 0.50 16 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.8016-17 >692 180 BCLL 0.0 Rep Stress Ina YES WB 0.72 Horz(CT) 0.20 12 nla We BCDL 10.0 Code FBC20171TPI2014 MatHXS Weighb242lb FT=20% LUMBER - TOP CHORD 2x4 SP No2'Excepr T2,T3: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Leg 2x6 SP No.2 2-75, Right 2x6 SP No.2 2-7.5 REACTIONS. (size) 1=0-e-D (min. 0.1.8), 12=0-8.0 (min. 0-1-8) Max Horz1=76(LC 8) Max Upliftl==589(LC 5), 12=589(LC 4) Max Gmvl=1702(LC 1), 12-1702(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-8 cc pudins. BOT CHORD Rigid ceiling directly applied or 5.11-4 cc bracing. FORCES. (Ib)- Max CompJMax. Ten. -All forces 250 Vb) or less except when sham. TOP CHORD 1-2=-3669/1354, 2.3=3615/1370, 3-0=343011292, 45-432311750, 5-6=432311750, 6.7=-4323/1760,7.8=-4323/1750,8-9=A323/1750,9-10=-343011292, 10-11=361511370, 11-12=-3669/1354 BOT CHORD 1-19>1198/3306,18.19=-107113146, 17-18=1071/3146, 16.17=-174514701, 1516=1745/4701,14-15-106813146,13.14-1068/3146,12-13=1195/3306 WEBS 3-19=-1941274,4-19=-291374,4-17=-62511471,5-17=-385/293, 6.17=-5221176, 6-16=01282, 6-15=522J176, 8-15=-3BS1293, 9-15=-625/1471, 9.13-301374, 10.13=194/275 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=5.Opsf h=151k Cat 11; Exp C; Encl., GCpl=0.18; MWFRS (erwelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent vrater ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other rive loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) except (It-lb)1=589, 12=589. LOAD CASE(S) Standard / P 0 61 �1 r _ L,F iM ORI'D S,oN'X- job Truss Nss ype. y 1833-0A-LAN APO HIP 1 2 Job Reference (op0)net) SOUVIM fM=. K F18". FL, 34951 Run: 8.230 s Oct 212018 Rant 8230 a 0a212018 Wax Indu es Inb. Fn Feb1 09:21:03 2U19 Pa a 1 ID:ny4imnjpmNry emTOZIUjwNly-x5E50F MNvv50Y6mPMFIKYISkJAHjO(7jfglKk 4S8 4&B 1 --0 9 I-W 7 ISi 39a-0 1 W1100-0 1&4.220 -04la-2-10 46-0-0 46AA I S•10o d9� ii Dead Load Deft. = 91161n 6.00 12 6x9 = 2x4 11 4x8 = 54 = 2x4 II 04 = axe = 4 22 23 6 4 25 6 26 277 28 8 29 3 9 31 32 10 M4111110.04MAIMAW_ ni wy t"T - -.__ _-_ _-_-._ _ - _-_ - - - - __- - - -U Sx8 = 21 33 34 20 19 35 18 36 37 38 17 39 18 15 40 41 14 axe = US - 315 = 4x12 MT20HS= 2x4 11 Us = Us = 3x5 = 4x6 = 48 = 4x10 MT20HS= Plate Offsets (X,Y)- f1:032,0-3-01, f1:0-0-14,Fdne1 14:0.34 0-4-01, 110:034.04-01, f13:0$2,0301 f13:13-3 Edgel, f15:0-24,0-1-81, 117:0-2-0.0-149 f20:03-0.0.2-0L LOADING(psi) SPACING- 2-0-0 CSI. DEI1 in Ooc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) 0.85 17-18 >647 240 Mi2(1 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -120 17-18 1459 180 OHS 1871143 BCLL 0.0 Rep Stress Ina NO WB 0.82 H=(CT) 0.25 13 Na nta BCDL 10.0 Code FBC20171TP12014 Matrix-S Weight 525 lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP No2'ExwW TOP CHORD Structural wood sheathing directly applied or 3.8-13 oc pudins. T2,T3: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-14 cc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-0.1, Right 2x6 SP No.2 241-1 REACTIONS. (size) 1=080 (min. 0.1-8), 13=0-6-0 (min. 0-1-8) Max HOR1=60(LC 11) Max Upliftl=1531(LC 5), 13=1531(LC 4) Max Gmvl=3348(LC 1), 13=3348(LC 1) FORCES. Ob) -Max CompJMax. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 1-2=7559/3553, 23=-750513557, 3-4=768913660, 4-22=1089515257, 22.23=1089615257, 5-23=10897/5258, 5-24=1089615256, 24-25=10896/5256, 6-25=1089615256, 6.26=12745/6132, 26.27=1274516132, 7-27=12745/8132, 7-28=1274516132, B-28=12745/8132, 8-29>12745/6132, 29-30=1274516132, 9.30=12746/6132, 931=10889/5256, 31-32=1088815256, 10:32=1088715255, 10-11=7690/3681, 11-1,2W505Y3557,12-13=755913552 BOT CHORD 1-21=318416814, 21-33=-3306/7136, 3334=-330617136, 20-34=330617136, 19-20=-6011H2731, 1935=6011/12731,18.35=-0011/12731,1836=-0011112731, 3637=-6011/12731, 3738- 6011/12731, 1730=-6011A2731,1739=-5134110888, 1639=5134/10888,15-16=5134/10888,15-0D--330417137, 40.41=3304f7l37, 14-01=33D4f7137, 13-14=318216814 WEBS 3-21=238/530, 4-21=0/479, 4.20=208014308, 5-20=7381630, 6-20=21231994, 6.18=01519, 8-17=704/614, 9-17=999/2148, 9-15=17501l l D4, 10.16=207814298, 10-14=0/480,11-14=2391532 NOTES- 1) 2-ply truss to be connected together with 10d (0.131w) nails as follows: Top chords connected as follows. 20 -1'row at 0-9-0 go, 2x6 -2 rows staggered at 0-9-0 oc. Bottom chards connected as follows: 2x4 -1 row at 0-9-0 oo. Webs conneded as follows: 2x4 -1 row at 0.9-0 oo. 2) All loads are considered equally applied to all piles, except if noted as from (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult--16Omph (3-second gust) Vasd=124mph; TCDL=4.2psfl BCDL=5.OpsF, h=15f ; Cal 11; Exp C; End., GCpw0.18; 8) whalesdera hatedT20 plaFRS (envelope); nts unless water prwise ondingd. tilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 `G B ��tr 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcumantwith any other live loads. 8)'rov Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except 1= 7 R 60 1 1. Continued on page 2 �jaE R°i\ \ /V/ &'ONA 1 0NG\��\ IL Jou Truss I N55 type y 1933DA-LAN Aga KIP 1ILRY jF'2 Job Reference o tiona SwNenn Tnu^a, FL Pierce,FL, 3,1951Run: 6230e Od 212018 Print 8230 eaG212018 MKeMutrIna 9:21A2019 P 32 m¢FIe ID.ry4imnipmM6mTQZIUjNynliv-x5E5oRMNvv50Z6Ky4St9AHjrX4jrgl1(L# k NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 222 lb down and 281 Ib up at 8-0-0,107 Ib doxm and 150 Ib up at 1040-12, 1071b down andd501b up at 12.0-12,-107 lb down and 150 lb up at 14-0A2,107 lb down and 1501bFup at 18-0-12,1071b dawn and 1501b up at 18-0-12,1071b dmn and 150 " Ib up at 20-0-12,107 m dow0 and 150 Ib up at 22.0.12,1 D71b down end 1501b up et 234-0,107lb down and 150 Ib up at 24-7-4,107 Ib down and 150 Ib up at 26.7-0, 907lb down end 1501b up st 28-74, 1071b down and 1501b up at 30-7-0, 1071b down and 1501b up at 32-7-4,107lb down and 1501b up at 34-7-0, and 1071b down and 1501b up at 36-7-4, and 222lb down and 281 Ib up at 3849-0 on top chonL and 268 Ib down and 117 Ib up at 8-0-0, 80 Ib down at 10-0-12, 80 Ib down at 12-0-12, 801b down et 14-0-12, 80 Ib down at 16-0-12, 801b down at to-0-12, 801b down at 20A-12, 801b down at 22-0-12, 801b down at 234-0, 80 Ib down at 24-7-4, 80lb down at 26-7-4, 801b down at 28-7,4, 801b down at 30.74, 6016 down et 32-7-0, 801b down at 34-7-0, and 801b down at 364-4, end 268lb down end 117lb up at 38-7.4 on bottom chord. The deslgNselecticn of such connection davice(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roar Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1-0=54, 4-10=54,10-13=54,1-13=-20 Concentrated Loads Qb) Veit 4=175(17)10=175(F)19=54(F) 21=-268(F) 20=54(F) 5=107(F) 6=-107(F)18=54(F) 8=107(F)17=54(F) 9-107(F)15=51(F)14=268(F)16=-54(F) 22=107(1=) 23=107(F) 24=107(F) 26=107(F) 26=107(F) 27=107(F) 28=107(F) 29=107(F) 30=107fl 31=107(F) 32=107(F) 33=54(F) 34=54(F) 35=54(F) 36=54(F) 37=54(F) 38=-54(F) 39=54(F) 40=-54(F) 41=54(F) JOD M russ ype Y 1833-DA4AN A10D MP 1 1 .lob Reference o tional eoutnem TM. ,FL pm'FL, 34951 mn:a23ue r 5i 4d4 1 1 3841-0 ICvv50Z6mI 7xsF4-11.2�DVjsY1fglwUFiKPMNIO:ny4in)pmNi8mTOZIUBwnv-x5E5 717M4 1 24-0-0 3612m4474e 4W5.12 7:.11t2 7-014 KLzpyZeS, k il Dead Load Deg. - 7118 in 5.00 12 M= 20 II 3x6 = 3x6 = 2x4 11 Us = 4 5 6 7 9 ' 1, Walm AIM - AIM i E>'sl- - Iqla". , A I.Walp ". 144070 -, 5x8 = 19 1s 17 16 75 14 13 6x6 = 4x6 = 315 = Us = 2x4 II 3x9 = 3x5 = 4x6 = 31,9 = 4x8 = • i4h-0 10d0 4 244F9 9611-T 3800 47-00 I I 4841-0 Ir 9Ae 1 4 b1—♦ Z U 1 6.11-2 ]�P14 s1Fa oW0 oa.o Plate Offsets (X Y} ft •0.3.-2 0-3-0) [7.0-0.1q Edael I4.0.5-12 0-2-81 19:05-12 0.2-81 112.0.3.2 0--M 112A-3-3 Ednel 115.0-2-00.1-e1. 117:0.3-8,0.1.81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) bdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.55 16 >999 240 MT20 244/190 TCDL 7.0 LumbsrDOL 1.25 BC 0.50 Vert(CT) -0.8916-17 >642 180 BCLL 0.0 Rep Sbess Ina YES WB 0.93 Horz(CT) 022 12 n1a nla BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight 247 lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 •Except• T2,T3: 2x4 SP M 31 BOT CHORD 2x4 SP M31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.22-75. Right 2x6 SP No.2 2-75 REACTIONS. (site) 1=0-8-0 (min. 0-1-8), 12=0-M (min. 0.1-8) Max Horz1=76(LC 9) Max Upliftl=510(LC 5),12=-610(LC 4) Max Gmv1=1751(LC 1). 12-1751(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8.15 0o pudins. BOT CHORD Rigid ceiling directly applied or 5.9-0 oc bracing. FORCES. (Ib)- Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2- 378811403, 2-3=-373411419, 3-0=3555/1344, 45=-4564/1851, 5-6=-456411851, 6-7=456411851, 7-8=456411851, 8-9- 456411851, 9.10=-3555/1344, 1041=3734H419, 1142=-378811403 BOT CHORD 1-19=1243/3414,18-19=-1119/3262,17-18=1119/3262,16-17=1861/4979, 15-16-1861/4979,14-15-1116/3262, 13-14=111613262,12-13-124013414 WEBS 3-19=185/272, 4.19=28/375, 4-17=-678/1599, 517=4051308, B-17=560/192, 6.16=01293, 6-15=560/192, 8.15=-405I308, 9-15=-67011599, 9.13=281375, 10.13=1851272 NOTES- 1) Unbalanced roof two loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk--160mph (3-second gust) Vasd=124mph; TCDL=4.2ps ,, BCDL=5.0psf; h=151t: Cat. 11; Exp C; End., GCpl=0.1 B; MWFRS (emrelope); cantilever left and right exposed; LumberDOL=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 lead nonconcunent with any other live loads. 5) Provide mechanical connection (by others) of buss to bearing plate capable of vrithstanding 100 lb uplift at)oings) except Qt=lb)1=610. 12=610. LOAD CASE(S) Standard ion lnaa Iruss lype y 18330A4AN AIMS HIP 1 q L Job R.I m. e o tionel S em I FM. Ft M.. Ft., 35951 mn:n3eusv ,, mle rnn[essuuwnLmomue6 rtmusmas uu:. ID:ny4lmn)pmN)8mTOZIUfwcynlly-tUW70dRWLk=O GHAPNro6Ud9mQIBZIPPEzpZ51 4A-6 SO.O 3570 l iS46 ] 15 + 2ed.1 2 40-0 I30 —7T2&2 -2 I8I 50I4-0 &5.14 <B9r0 fib 5.00 12 6x9 q 22 23 Dead Load Dell. - 518 in 4x4 = 4x4 = Sx6 = 2x4 II 4x4 = e19 = 6241E 2fi,^_-276 28 7 29 8 30 31 .I3 933 34 35 10 a,� 2x4 G I� br 5x8 = .21 36 37 20 49 39 4018 41 42 43 1744 45 16 15 46 47 48 14 5x8 = 4x6 = 3x5 = 4xl0 MT20HS= 3x5 = 3x8 = 3x7 = 3x5 = 4,6 = 3x7 = 4x10 MT20HS= IMM Plate Offsets (XY)- (1.032 03.01 r1.0-D-14 Edpel 14:0-3-013 4-07 f10.0-3-4 0-"1 113.032 0.3-01 03:1-33 Edael rl5.0.3.0 0.1.81 f20:0-3-0 0.1-61 LOADING(psf) SPACING- 2-" CSI. DEFL in Qoc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.92 17-18 >618 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -1.2917-18 1440 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina NO WB 0.06 Hom(GT) 0.26 13 Na nfa BCDL 10.0 Code FBC2017trP12014 Mabbr.S Weight 639lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 *Except' TOP CHORD T2: 2x6 SP No.2 BOT CHORD SOT CHORD 2z4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No22-04, Right 2x6 SP No.22-0-1 REACTIONS. (size) 1=0-8-0 (min. 0.1-8), 13=0.8-0 (min. 0-13) Max Horz1=-60(.0 9) Max Upliftl-1550(LC 5),13=1653(LC 4) Max Gmvl=3395(LC 1), 13=3401(LC 1) FORCES. Qb) - Max. CompJMax Ten. -AII forces 250 Qb) or less except when shown. TOP CHORD 1-Z=-7669/3596. 2J=-7615f3601. 3d=781013709. 4-22=1121915400. Structural wood sheathing directly applied or 3-" oc; pudins. Rigid ceiling directly applied or &10-0 oc bracing. 33-34=1122915406, 3435=11228/5406, 10-35=11122715405. 1 D-11-782613716, 11-12=7629/3608,12-13=768313604 BOT CHORD 1-21=322416913, 21-36=43520248, 3637�3352f/248, 37-38= 3352f7248, 2038=3352f7248, 19-20=5282/11220,1939=5282111220, 39-40=-5282111220, 1840=5282H 1220,18-01=-6157/13083, 41-02-6157113083, 42-03=6157I13083, 17.43=6157/13083, 17-44=5284/11227, 4445=5284/11227, 1645=-52a4111227, 16.16=5284/11227, 1546--3357f7262, 4647=3357f7262, 47-08=3357f7262, 14-08-3357f7262, 13-14=3228/6925 WEBS 3.21=238/545, 4-21=0/485, 4-20=2171/4508, 6-20=175811124, 5.18=988/2135, 8.1 B= 691/587, 8-17=-6761585, 9-17=983t2136, 9-16=1757/1123, 10-15=216814500, 10-14=01489,11-14=239/547 NOTES- 1) 2-ply truss to be connected together with 10d (0.131°x37 nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2(4 -1 row at 0-9-0 oc. (F) or bock (Bi) fewininOAD CASE(S) section. Ply to ply 2) All loads are considered P qually applied to all plies, except if notes, indicated. have been a distribute loads connections front provided only noted as e 3) Unbalanced roof live loads have been considered for this design. �� _ cJ M • B� \ 4) MWFRS (envelope);ucantileverr left and�dght expnd osed; Lumber OOL--D11.60 DOL� 60 -15$ CaL II; Eup C; End., GCpi=0.1 \_;GENgF�� plete� grip 5) Provide adequate drainage to water prevent ponding. 6) All plates are MT20been plates unless otherwise Indicated. y I 1 7) This truss has been designed fora 10.0 psi bottom chord live load nonconwrrent with any other live loada. 10.0 Continued _ �J1 _ VATEF on page 2 ORI'D N� NA- JOD Truss I was lype. y ia33-DA-LAN A11D0 HIP 7 2 Job. Refs.. a gpnal So =Tmu.FLPiP .FL,34951 Ran: 8230a O 212018 Pnnt 8230 a 04212018 MRexlnauatnee Inc Fn Pee IM1:052a19 Pe982 ID:ny4imnjpmNj6mTO LFthWnljv-lULrD7OdRWLkod;OGHAPNm6udBmQIBZJPPEzpZS NOTES- 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ot=lb)1=1550, 13=1553. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 222lb down and 281 lb up at &0-0, 107 lb down and 150 lb up at 10-0-12, 107 lb down and 1501b up at.12.0-12,107 lb down and 150 lb up at. 14.0-12, 107 lb down and 150 lb up at 16-D-12,107 lb dawn and 150 lb up at 1840-12, 107 lb down and 160 Ib up at 20-G-12,.107.lb down and 150 lb up at 22-0-12,107lb down end 150lb up at 24-0.12,1071b down and 15O ib up at 26-0-12, 107lb dawn and 15O ib up at 28-0-12.107 Ib dawn and 1501b up st 304.12, 1071b down and 1501b up at 32-0.12,107lb down and 150lb up at 34-0.12,107lb down end 1501b up at 3&0.12, and 107Ib down and 150 lb up at 38.0-12, and 222lb down and 281 lb up at 40-0-0 on top chord, and 268 lb dowm and 117 lb up at 8-0-0, 80 lb down at 10-0-12, 80 @ down at 12-0-12, 80 lb down at 14-0-12, 8016 down at 16-0-12, 80 lb down at 18-0-12, 80 lb down at 20-0-12, 80 lb down at 22-0-12, 80 lb down at 24-0-12, 80 ib down at 2640-12, 80 lb down at 28-0-12, 80 lb down at 30-0-12, 80lb down at 32-0-12, 80 lb down at 34-0-12. 80 lb down at 36-0-12. and 80 lb down at 38-0-12. and 268 lb dawn and 117 lb up at 39-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate increase=125 Very 1.4>54, 4.10=-54, 10.13=-57, 1-13-20 Concentrated Loads (lb) Vert. 4=-175(B) 7=107(8)10=-175(B)19=54 JOD Truss truss type 1933-0X-LAN C7 IQV MP 1 1111y 1 Job Reference (ODtional) SnuNom loss, Ft Plarm. FL, 3,1951 Run: a230 a Oct 21201a PMC a230 a Otl 21 2018 Mlrek Industries. Ina. Fri Feb 1 09:21:05 2019 Pegs 1 IOmy4imnjpmNj8mTOZIUjlw�mljV{ULrD70dRWLko0wa2GHAPNrtnDUoo6. PFZpZSi 57i 12I 1 21-12 -04-�025-7-�2-0q ORO' Dead toad DeO. -114 In 4x4 = 4z4 = bxt= axn= 21-" t-0O tJ-0 10e-0 12d-0 2e80 21-0A -0O � tUo ee-0 I 2-0-0 1 680 Plate Offsets (X YI- 11:0-1-14.0-0-21 11:0-" 1321. I8:0-",1321 16:0.1-04 0-0.21 f8:0S8.0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (lac) Vdea Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -026 1-8 >981 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) .0.54 1-8 >473 180 BCLL 0.0 Rep Stress Ina YES WB 0.19 HOrz(CT) 0.05 6 Na n/a BCDL 10.0 Cade FBC2017frP12014 Matron-S Weight1001b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3.7 cc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right. 2x6 SP No.2 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 6=0-8-0 (min. 0-1-8) Max Horz 1=76(LC 11) Max Uplt`11=265(LC 8), 6=265(LC 9) Max Gmvl=789(LC 1). 6=789(LC 1) FORCES. (lb) - Max. CpmpJMax. Ten. - A8 forces 250 (lb) or less exceptwhen shown. TOP CHORD 1-2=14931534, 23=1173/347, 3d=10391343, 4-5=11731347, "=-14931534 BOT CHORD 1-B=504/1333, 7-8=212/1039, 6-7=42811333 WEBS 2-8=3671327, 3-8=50/298, 4-7=511298, 5-7=3671328 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7AO; Vuit=160mph (3-second gust) Vasd=124mptr; TCDL-4.2psf; BCDL-S.Opsf; h=15$ Cat. II; Exp C; End., GCpi=0.18; 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) This inns has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at--lb)1=265. 6=265. LOAD CASE(S) Standard I13 -�P��GENg'F•�f�/ice i 60 1 :_ L,r iM -O S ATgEq F�f ��o`. ORtO?:'�� o , ass Iniss lype —1 IMDA{AN C2 HIP 1 1 Jab Reference o tional a a hem Tn=.Ft Pkrw.FL,34951 rLm:6230a OG21 TD18 Print a.TNla OG21201a M1LTexlndu9des, InG Fa Feb 1W21:052019 Pa e1 ID.my4imnjpmNjemTQMLjjvMljv-LgvERTPFCgUbQ2 _ws c oPxaNuCJwPGRPd2yxg;Eh 486 I 8-PO I 14-011 I 17510 I 21de �20.0 4E-e 3570 6P0 3570 3-7D8 08-0I bx7 = 4x4 = Dead Load Defl. -118 in 22410 180 BOO f1-00 Y1-00 21�A �i-0a 7-0O I saa coo oso Plate Offsets (X.Y)- r1:0-0-0.17374 H:0-1-14,0-0-21. r3:0.53.0.2-01, I8:0-1-14.0-0-21, 16:0-0-0,1-3-21 LOADING(pal) SPACING- 2-" CSI. DEFL in Doc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.13 1-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.27 1-9 >954 180 SCLL 0.0 Rep Stress Ina YES WB 0.12 Horz(CT) 0.05 6 n1a n/a BCDL 10.0 Code FBC2017frP12014 MatrixS I Weight 103 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 WEDGE Left: M SP No.2, Right 2x6 SP No.2 REACTIONS. (size) 1=0-6-0 (min. 0-1S), 6=0-8-0 (min.0-1-8) Max Horzl=61(LC 8) Max Uplift1=246(LC 8), 6=246(LC 9) Max Gmv1=789(LC 1). 6=789(LC 1) BRACING. TOP CHORD Structural wood sheathing directly applied or 4-4.15 cc pudins. BOT CHORD Rigid ceiling directly applied or B-6-2 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 ((b) or less except when shown. TOP CHORD 1-2=1539/517, 25=1327/443, 3-0=1201/433, 45=-1327/443, 5-6=1539/517 BOT CHORD 1-9=47011373, 8-9=-312I7201, 7-8=312/1201, 6-7=-430N373 WEBS 3.9- 321305, 4-7=121306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat II; Exp C; End., GCpt=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) This truss has been designed for a 10.0 psf bottom chord rive load noncenctment with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atJoint(s) except (ft-lb)1--246, 6=246. LOAD CASE(S) Standard 0I ruse Imes lype Ury Fly 18330A IAN . c3G HIP t 1 Jab Reference o tlonel SorMem Trm. FL Plerce, FL. 34951 n:8130 s Or121 ID18 PtlM: 8230 s Orl2 2018 MRex ndusbles, Inc. rnree 1 aa:21:082019 Po e 1 ID:ny4lmnjpmNj8mT07JUpt&ynljv-LgvERTPFCgUbQN_5oPxaN7 uDSvMrRPd2y h 3S2 84)-0 18-0-0 is. 21-40 -0A 4 115-00-0-0 I— 5-0.0 1 &&14 4x7 = 4x7 = Dead Load Deft. -118 in 5x5 = 3x4 = 3x4 = 3x8 = 3x4 = 5x5 = 2200 t-0e 8-0-0 t1-0-0 teen z1-0a zdAO , � 180 I 580 i I 560 1 5a0 Ifs DBO Plate Offsets MY)- [1:04-10 Edael, [4:05-0 0-2-01 [6:0-54,0-2-01. [9:0-4-10 Ednel LOADING(psf) SPACING- 2-0-0 CSI. DEFL In Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.16 11 >999 240 MT20 2441190 TCDL 7.0 LumberDOL 125 SC 0.61 Vert(CT) -0.2311-13 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.27 Horz(CT) 0.07 9 We We BCDL 10.0 Code FBC2017/TP12014 Matra-S Welght:1101b FT=20k LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.21-9-7, Right 2x6 SP No.2 1-9-7 REACTIONS. (size) 1=0.8.0 (min. 0-1-8), 9=0-8-0 (min. 0-1-6) Max Hom 1=46(LC 28) Max Uplift1=506(LC 8), 9=507(LC 9) Max Gmv1=1122(LC 1), 9=1121(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc putims. BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing. FORCES. (lb) - Max CompJMax Ten. -Ali forces 250 Qb) or less except when shown. TOP CHORD 1-2=231311 OB4, 2-3--2257/1087, 3-0=2260N 094, 4.14=2686/135/, 14-15=268511357, &16=268511357, 5.16=268511357,16-17=2685/1357, 6-17=268611357, 6-7=2259/1094, 748=2257/1087, 8.9=2312/1084 BOT CHORD 1-13=98312059,13-18=-g4012088,12-18=-94012088, 11-12---940/2088, 11-19=-93812088, 19.20=93flmaii, 1D-20=938/2088, 9-10=94512059 WEBS 4-13=0/312, 4-11=367/712, 5-11=451/408, 6.11- 367l/12, 6.10=01311 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=5.Opsf; h=15fq Cat 11; Exp C; End., GCpI=0.18: MWFRS (envelope); cantilever left and tight exposed ; 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 Pat bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s).except Cjjt-Ib)1=506, 9=507. 6) Hanger(s) or other connection devices) shall be provided su8fdent to support concentrated Ioad(s)166Ito down and 233 lb up at 6-0-0, 57 lb dowry and 107 lb up at 8-0-12, 67 lb down and 107 lb up at 1D.0.12, 57 lb down and 107 lb up at 11-11-1, and 5716 down and 107 lb up at 13-11-4, and 166 lb down and 233 lb up at 16-0-0 on top chord, and 84 Ib down at 6-0-0, 41 lb down at 8.0.12, 41 Ito down at 1 D-0.12, 41 lb down at 11-11.4, and 41 Ito down at 13-11-4, and 84 lb down at 15-11-4 on bottom chord. The design/selection of such connection device(s) Is the responsibgity, of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or bark (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 unifonnVertt: 1-(pit) =-54, 4-6=-54, 6-9=-54, 1-9=20 Concentrated 4 119(Bj fi=119(B)12=27(B)13=-09(8)10=-09(B)14=55(B)15=55(B)16=55(B)17=55(B) IB= 27(3)19--27(B) 20>27(8) 60 1 �� t ! Or `. ORtDR N S10NA \\\\ I I ion IMSS Iruss lype 1933-DA{/W CJ2 MON07RUSS 1 1 Job Reference o 9onal ao . TN.. rL r.. ram. ao l r:,M 239 3 2-13 239 Plate Offsets MYI— f2:0-0-8.0.1-121. I5:0.1-101-8-61. [5:041D 0.1-121 LOADING(psf) SPACING- 2.0-0 CSL DEFL. in #cc) Mall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Ved(LL) -0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.12 Vert(CT) 0.00 4-5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.04 Hmz(CT) -0.01 3 nfa me BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight 10lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 SOT CHORD 2x4 SP N0.2 WEBS 2x4 SPNo.3 REACTIONS. (size) 3=MerhanlcW.4=Mechardmi, 5=0.115 (min. 0-1-8) Max HmzS=48(LC 4) Max Upli83=-20(LC 3), 4=29(LC 1), 6=201(LC 4) Max Grav3=5(LC 4), 4=36(LC 4), S=276(LC 1) FORCES. (lb) - Max. Comp.lMax Ten. -All forces 260 Qb) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 34.13 cc puriins. BOT CHORD Rigid calling directly applied a 10-M cc bracing. NOTES- 1) M Wind: S CE 7-10; Vu n860mp eft anmend gust) Vasd=124mph; TCDIr4.2psf,, BCDL=5.Opsf h=15ft; Cat. 11; Exp C; End., GCp1=0.18; rightexposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with my 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 (It --lb) 5=201. LOAD CASE(S) Standard jou Truss truss type IB33-DAAM CA JACK 2 t ' tlon Job Reference o al `.i0nMM 1Nse, FL Fle FL. 34e51 Run: 1-44 341-8 5&8 1:4-4 2d5 141-14 Plate Offsets (X,Y)— 12:0-0-8.0.1-121,16:0-1-10.1-8-61.16:0•D-0.0-1-121 LOADING(psi) SPACING- 2-0-0 CSL DEFL. in Qoc) Udell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ved(LL) -0.00 " >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.00 5-6 >999 160 BCLL 0.0 Rep Stress Ina NO WB 0.04 HOrz(CT) -0.01 3 n/a n1a BCDL 10.0 Code FBC2017rrPi2014 Mahix-P Weight 17 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-6 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (It -length) 6=00.11-5, 5=0.115. Ob)- Max Horz6=81(LC4) Max UpIl t Ali uplift 100 lb or less at Joint(s) 3,5 except 6=-192(LC 4) Max Gray All reactions 250lb or less atjoim(s) 3, 4, 5 except 6=259(LC 1) FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vuh--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OW,, h=15$ Cat II; Exp, C; Encl., GCpl=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 nonconctment with any other live loads. 3) Refer to girdet(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to beating plate capable of vdthstanding 100 lb uplift atjoint(s) 3, 5 except Qt=lb) 6=192. 5) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 73 lb down and 110 lb up at 2-11-0 on top chord, and 20 lb down and 71 lb up at 2-11-0, and 2 lb doom and 7lb up at 2-11-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (S). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1.3=54, 1-0=20 Concentrated Loads Ob) Vert 7=36(F) 8=46(F=47, B=1) / 60 ra^ iM �-O� ATgE F it� ♦�� ORtflN �NG��\` q JOD Iruss Imes type 1831DA-lAN CJ6 JACK 2 t Job Reference o onal ..rn rmeo, rc Vre Msau>f fun: an 1-0-0 I 8-4-5 1-0 4 7-0-2 Plate _Offsets O.Y)_ 12:0.0-8.0.1-121 (5:0-1-10.1-8-61. 15:04).0.0.1-121 LOADING(psf) SPACING- 2.0-0 CSI. DEFL in Qoc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.07 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.10 4-5 >796 180 BCLL 0.0 Rep Stress Ina NO WB 0.06 Horz(CT) -0.03 3 n1a nla BCDL 10.0 Code FBC2017RP12014 Matrix-P Weight, 26 It, FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP N0.3 REACTIONS. (size) 3=Mechanical,4=Mechanical,5=0-11-5 (min.0.1-8) Max Hm;c5=123(LC 4) Max Upllft3=125(LC 8), 5=205(LC 4) Max Grev3=141(LC 1), 4=99(LC 3). 5=304(LC 31) FORCES. (lb)-Max.CompJMax Ten. - All forces 250 Qb) a less except when shown. WEBS 2-5=263213 BRACING - TOP CHORD Structural wood sheathing directly applied or B-0-0 oc putim BOT CHORD Rigid celling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15fh Cat. II; UP C; Encl., 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 nonconcurrent with any other five loads. 3)Refer to glyder(s) for truss to truss conneclions. 4) Provlde mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)olnt(s) except at --lb) 3=125, 5=205. 1 5) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 73 lb down and 110 lb up at 2-11.0, 73 Ib down end 110Ib up at 2-11-0, and 261b down and 521b up at 5-8-15, and 261b down end 521b up at 5-8-15 on top chord, and 20Ib dawn end 71 Ib up at 2-11-0, 20Ib down and 71 Ib up at 2-11-0, and 10Ib down and 2Ib up at 5-8-15, and 101b down and 2Ib up at 5-8.15 on bottom chord. The deslgnlselection of such connection device(s) Is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (3). LOAD CASE(S) Standard 1) Dead + Roof L'Ne (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 13=54, 1-0=20 Concentrated Loads Qb) Vert 6=72(F=38, B=36) 8=94(F=47, B=47) JOD TMM N6e ypetay 1833.OA4AN cis JACK 4 1 Job Reference o clonal aoumem ,Nan, r� weroa, ram, anaah 1-4i 1-9-14 6-4-5 10-6-4 11-2i 1-4-4 10.5-111 4 7 i 4-1-1s I n.an Plate Offsets MY)- 12:0.0.8.0.1-121. 18:0.1-61-7-101, 18.0.0.0.0-1-121 LOADING(psf) SPACING- 2.0-0 CSL DEFL, in Ono) Met) L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.06 6-7 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.10 6-7 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.23 Horz(CT) -0.04 4 n/a rda SCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight 44 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP No.2 BOTCHORD WEBS 2x4 SP No.3 REACTIONS. (size) 4-Mechanical, 8=0-11-5 (min. 0.1-8), 6=Mechanical Max Hoa8=164(LC 8) Max UpIiR4=127(LC 4), B=259(LC 4), 6=100(LC 8) Max Grav4=145(LC 1), 8=396(LC 31), 6=243(LC 1) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-2=-410/189, 2-9=456/216, 9-10=459/227, 3-10=4141215 BOT CHORD 1-8=177/411, 8.12=2951411,12-13=295/411, 7-13=295/411, 7-14=2asi411, 6.14=2951411 WEBS 3-6=-444/318 Structural wood sheathing directly applied or 6-0-0 no pudins. Rigid ceiling directly applied or 10-0.0 an bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15R; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate gdpDOL=1.60 2) This truss Is not designed to support a calling and Is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord tive load noneoncurrent with arty other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001h uplift atjoint(s) 6 except Qt4b) 4=127, B=259. 6) Hanger(s) or other connection device(s) shah be provided sufficient to support concentrated load(s) 73 lb down and 110lb up at 2-11-0. 73 lb down and 110lb up at 2-11-0, 26 lb down and 52 lb up at 5515, 26 lb down and 52lb up at 5-8-15, and 58 lb down and 107lb up at 8--14, and 5816 down and 107 lb up at 8-6-14 on top chord, and 20lb down and 71 lb up at 2.11.0. 20 lb down and 71 lb up at 2-11-0, 10 lb down and 2lb up at 5-8-15, 10lb down and 2lb up at 5-8-15, and 27lb down at 8-6-14, and 27 lb down at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live, (balanced): Lumber Incresse=U5, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.4=43, 15=20 Concentrated Loads (lb) Vert 9-72(F=36, B=36)11=65(F=-33, B=-33)12-94(F=47, B--47)14=-3.7(F=-19, B=19) Joe Russ I mss lype 1833)A-M MG HIP 1 1 Job Reference o tonal SaeNem Truss, FL lean. ,34%1 4x4 = 44 = 4x4 = 2x4 II 140 1-30 3-0-0 sa-G s-6-a 7.4.G Plate Offsets (x Y) - r1:042.0-1-01, V:04)-5 0.2-01 LOADING(pst) SPACING- 20-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.19 Ven(LL) -0.00 6.7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 6-7 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.08 Hom(CT) -0.00 5 n/a Na BCDL 10.0 Code FBC2017ffP12014 Matrix-P Weight: 381b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 BOT CHORD SLIDER Left 2x4 SP No.31-8-15 REACTIONS. (size) 5=0-8.0 (min. 0.1-8), 7=0-8-0 (min. 0-2-5) Max Hp¢7=64(LC 8) Max UpIWS---121(LC 9), 7=707(LC 4) Max Gmv5=213(LC 18), 7=1971(LC 17) FORCES. Qb) - Max. CompJMax Ten. - All forces 250 Qb) or lass except when shown. WEBS 2-7=337/261 Structural wood sheathing directly applied or 6-0-0 oc pudins, except and verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3 second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF, h=15fk Cal. 11; Exp C; End., GCpi=0.1 B; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water porting. 4) This buss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uprdt at)oint(s) except at -lb) 5-121, 7=707. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 Ib down and 110Ib up at 3-0-0, and 26 Ibdown end 571b up al 440, and 57 Ib down and 110 Ib up at 541-0 on top chord, and 16221b down and 543 Ib up at 1-2-12, 231b down at 3.0-0, and 14 lb down and 2 lb up at 440, and 23 Ib down at 6.74 on bottom chord. The designtselection of such connection device(s) Is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1.2=54, 23=54, 3-0=54,1-5=20 Concentrated Loads Qb) Vero 7=1622(B) job IMSS sruss lype 1833-0A4.AN J2 JACK 14 1 Job Reference (.pit .. 1 e.M. I.. K MG=. FL, 346.51 iti 20.0 1-0-n 1-0-0 Plate Offsets (X,Y)-. M:04).12.0.1-121 r2:0.1-11.1-2.81 15:0.0-0.0.1-121 LOADING(pst) SPACING- 2-0-0 CSL DEFL. In Qoc) Udell Lld PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.26 TC 0.07 Vert(LL) -0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep. Stress Ina YES WB 0.02 Horz(CT) -0.00 3 n/a We BCDL 10.0 Cade FBC2017rrP12014 Matrix-P Weight, 7lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4--Mechanical. 5=0-5.0 (min. 0-1-8) Max Horz5=43(LC 8) Max Uplltl3=-34(LC 1), 4=-43(LC 1). 6=124(LC 4) Max Gmv3=15(LC 4), 4=29(LC 4), 5=223(LC 1) FORCES. Qb) - Max CompJMax Ten. -All forces 250 Qb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vul)=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.OpsF h=1511; Cat. 11; Exp C; Encl., GCpl=0.16; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chad live load noncencurrent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3, 4 except Qt=1b) 5=124. LOAD CASE(S) Standard o russ I ruse lype Loy Fly 1833-DAdMt J2A JACK 2 1 Job Reference (optional) SOWrem Trues, Ft. erg, FL, M961 Imn LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Inc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) 0.00 4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 4 >999 180 BCLL 0.0 Rep Suess Ina YES WB 0.00 Hcre(CT) -0.00 2 rda Na BCDL 10.0 Code FBC2017/rP12014 Matrix-R Weight 4lb Fir =20k LUMBER - TOP CHORD 2z4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP Nc.3 REACTIONS. (size) 440-8-0 (min. 0.1-8), 2--Mechanical, 3--Mechanical Max Horz4=-17(LC 8) Max Upfdt2=24(LC 8), 3=.3(LC 8) Max Grav4=31(LC 1), 2=22(LC 1). 3=16(LC 3) FORCES. (lb)+Max. CompJMaz. Ten. -Ali forces 250 (lb) or Tess excapt when shown. NOTES- 1) Wind: ASCE 7.1% Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst SCDI BRACING TOP CHORD Stmchnal woad sheathing directly applied or 1-0-0 cc puriins, except and verticals. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. f : Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; LumberD01.=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 par bottom chord live load nonconcumerd with any other live loads. 3) Refer to girders) for Crass to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100Ib uplift at)oint(s) 2, 3. LOAD CASE(S) Standard 601 s, ATE F j(r� c�.`� OR10�iG�`�� SS/DNA; �J Nss Nss lype 1833-0A4AN A JACK 15 1 Job Reference o onal 5o ro Truss, Ft. Pierre. FL, 34951 14i-0 4-0-0 1-0-0 1 3-0-0 Plate Oghets (XY)— f2:O-G-lZC-1-121.15:0-i-8,1-2-01.15:041-0.0-1-121 LOADING(psf) SPACING- 24)-0 CSL DEFL in Qoc) Vdell Lld PLATES GRIP TCLL 20.6 Place Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 244M90 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 4-5 >999 180 BCLL 0.0 Rep Shess Ina YES WB 0.03 Horz(CT) -0.00 3 Na We BCDL 10.0 Code FBC20171TP12014 Mahn-P Weight 13 to FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-9-0 (min. 0.1-8) Max Horz8=83(LC 8) Max Uplift3=-69(LC 8), 5=90(LC 4) Max Grav3=54(LC 1), 4=40(LC 3). 5=220(LC 1) FORCES. (lb) -Max CompJMax. Ten. -Al forces 250 Qb) or fess except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psh h=15ft; 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 chord live load nonconcunent with any other live 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 to uplift atjoint(s) 3, 5. LOAD CASE(S) Standard jou Naa 1russ jype Uty 1833-DA-LAN is JACK 14 i Job Refemnce o anal 5p =T., FL Me .FL, M51 N LOADING (PSI) SPACING- 2-M CSI. DEFL In Ono) 0defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.02 45 >999 240 MT20 244I190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 45 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(CT) -0.02 3 Na Na BCDL 10.0 Code FSC2017/TPI2014 Matrix-P Weight 19 in FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 no pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3--Mechanical, 4=Mechanical, 5=0-8.0 (min. 0-1.8) Max Horz5=124(LC 8) Max Upllft3=104(LC 8), 5=94(LC 4) MaxGrav3=109(LC 1), 4=81(LC 3), 5=283(LC 1) FORCES. Ob) - Max. Comp./Max. Ten. -All forces 250 Ob) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=S.Opsf,, h=15% CaL Il; Exp C; Encl., GCp1=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 5 except Ot=-lb) 3=104. LOAD CASE(S) Standard r 60 1 ,� IM SATE oRtoN ,ONAL l��1�\\ t i I Job I re56 I MSS I ype, y 183"A4AN is JACK 34 1 Job Reference (opt .. 1 SMMem Trum, FL Memx, FL, U951 Deed Load Deft = 118 In i Plate Offsets (XY)= 12:0-0-12.0-1-121.15:0.1-8.1-2-01,15:OA-0,0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qcc) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.61 VBrt(LL) 0.10 4-5 >766 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.47 Vert(CT) -0.18 4-5 >444 180 BCLL 0.0 Rep Stress Ina YES WB 0.09 Hwz(CT) -0.06 3 We nta BCDL 10.0 Code FBC2017rrP12014 Matrbc-P Weight 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=1VIechanical, 5=048-0 (min. 0-1-8) Max Horz5=165(LC 8) Max Uplffl=147(LC 8), 6=106(LC 8) Max Gmv3=161 (LC 1).4=120(.0 3). 5=353(LC 1) FORCES. (lb) -Mac. CompJMax Ten. -All forces 25D(I1b) orless exceptwhen shown. WEBS 25=3191300 BRACING - TOP CHORD Structural wood sheathing directly applied or B-0-0 oc purilns. BOT CHORD Rigid calling directly applied or 10-0-0 ac bracing. NOTES- 1) Wind: ASCE 7-10; Vu(tt160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psF h=15fb Gat 11; 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 psf bottom chord live load nonconoument with any other live loads. 3) Refer to gfrder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except at -lb) 3=147, 5=106. LOAD CASE(S) Standard N M f FZ 60 1 :_ SATE T jop Truss m" lype ly My 1833-0A4AN V4 VALLEY 1 1 Job Reference o 0one1 adnileel TM., FL Fb .FL, 369.51 2x4 i 5.00 12 30 = 2x4 3-" 400 34-0 i 03-0 Plate Offsets (XY1— r2:0-2-0 Edoe) LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (loc) UdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO O.D4 Vert(LL) nla - nla 999 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.13 Ven(CT) nla - nla 999 BCLL 0.0 Rep Stress Ina YES WE 0.00 Hoa(CT) 0.00 3 We We BCDL 10.0 Code FSC2017/TPi2014 Matrix-P Weight 10 lb FT=20% LUMBER - TOP -CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=4-0-0 (min, g-1-8), 31F0-0 (min.0-1-0) Max Hazl=10(LC 9) Max Upll tl=33(LC 8), 3=-33(LC 9) Max Gmv1=94(LC 1), 3=94(LC 1) FORCES. Qb) - Max. Comp.INlax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 on pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bmdng. NOTES- 1) Unbalanced roof live Icads 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=15$ CaL II; Exp C; End., GCp1=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumentwith any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 3. LOAD CASE(S) Standard -- < x • J00 IMM Imes type y 1e33-0A4LAN VS VALLEY 1 1 Job Rate.. footonal xumem i.. M vierm, rL.. M9e1 rrun:az s rxxnxurernnre uswnzare musxmsusm inc rn reo ,w:n:ivaie ra ei ID:ny4imnjpmNjBmTOZIUjjWMIIv-ER9kGgSmG31v8�rytL6QYIJVh3sDc1KE0A4Rzp d 4-0-0 I 7i-0 _ We 4-0-0 34-0 ll-&0 2x4 9 1x4 II 4x4 = 2a4 74-0 7-0-0 041-0 LOADING(Ps) SPACING- 240-0 est. DEFL. In Qoc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n1a - nle 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n1a - nla 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(CT) 0.00 3 We n1a BCDL 10.0 Code FBC2017frP12014 Matra-P WeighC 241b FT=20% LUMBER- TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP N0.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-M (min. 0-1.8). 3=8.0-0 (min. 0-1-8), 4=8-0.0 (min. 0-1-8) Max Horz1=25(LC 8) Max Uplihl=-58(LC 8), 3=-02(LC 9), 4=52(LC 8) Max Gmvt=118(LC 1), 3=118(LC 1).4=248(LC 1) FORCES. Qb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 64).0 oc pudins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof We loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.OpsF, h=151 ; Cat. 11;; Exp C; End., GCpl=0.18: MWFRS (envelope); cantilever left and right exposed ; LumberDOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom Chord live load nonconcumint with'any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Jolnt(s)1, 3.4. LOAD CASE(S) Standard R N � JOD IFUSS Inuss type wly My i833oA4LAN V1212 VALLEY 1 7 Job Reference (optional) ewNem Tnma, FL Rerrs, L, 34e51 5.00 12 3w19 04 = ix4 II 3x4 -- LOADING (psi) SPACING- 2-0-0 CSI. DEFL In (lac) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.57 Vert(LL) n/a - nla 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC OAS Vert(CT) We I - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.06 Harz(CT) 0.00 3 nla n/a BCDL 10.0 Code FBC2017FrP120t4 MatdzS Weight 38 lb FT=20% LUMBER- BRACING - TOP CHORD Zvi SP No.3 TOP CHORD Structural wood sheathing directly applied or 64).0 cc pudins. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=12-0-0 (min. 0-1-8), 3=12-0-0 (min. 0.1.8), 4=120-0 (min. 0-1-8) Max Horz1=4O(LC 10) Max Uplf t1=78(1-C 8), 3=85(1-C 9), 4=115(LC 8) Max Gmvt=175(LC 17), 3=175(LC 18). 4=439(LC 1) FORCES. Qb) - Max. Comp./Max Ten. -All forces 250 Qb) or less except when shown. WEBS 2-4=288/159 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=4.2psh, BCDL=6.Opsf; h=15ft; CaL II; Fxp C; End., GCp1=0.18; MWFRS(envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s)1. 3 except at -lb) 4=115. LOAD CASE(S) Standard Job Truss 1russ lype Y 1833DA-LAN V16 VALLEY 1 i Job Reference o Dona SouNem Truss, FL Pierm, FL., M951 4x4 = 8 7 8 3x4 9 txd II 1x4 11 1x4 II 3x4 4* 154-0 LOADING04 SPACING- 2-0-0 CSI. DEFL. in Qac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 027 Vert(LL) Na - We 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) Na - n1a 999 BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(CT) 0.00 5 Na n1a BCDL 10.0 Code FBC2017ffP12014 Matrix-S Weight 55 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-" oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-". Qb)- Max Horz1=35(LC11) Max Uplift All uplift 100 lb ar less at)oint(s)1, 5, 7 except 8=175(!-C 8), 6=175(LC 9) Max Gray All reactions 25016 or less at Joint(s)1.6 except 7=262(LC 1), 8=318(LC 17), 6=318(LC 18) FORCES. (Ib) - Max Comp./Max Ten. - All forces 250 Qb) or less except when shown. NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wlrid: ASCE 7-10; Vutt=160mph (3-secand gust) Vasd=124mph; TCDL=4.2psF, BCDL=5.OpsF h=151k Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live bad noncencurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except (it -lb) e=175,6=175. LOAD CASE(S) Standard "14 +, c JoD Truss Imes lype 1833-0A4AN Vie VALLEY 1 7 Job Refemnce o Uonal 4x4 = 3 3x4 a 7 6 3x4 1x4 II Sx4 = ix4 II LOADING(psf) SPACING- 2-0-0 CS'. DEFL in Qoc) l/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL L25 TC 0.47 Vert(LL) We - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) Na - We 999 BCLL 0.0 Rep Stress Ina YES WB 0.0a Horz(CT) 0.00 5 We n/a BCDL 10.0 Code FBC2017JTP12014 Matrix-S Weight 69 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 no pudlns. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 0o bracing. OTHERS 2x4 SP N0.3 REACTIONS. All bearings 19-&0. (lb)- Max Horz1=69(LC9) Max Uplift All uplift 100 lb or less atjolnl(s)1, 5 except 6=-225(LC 8). 6=225(LC 9) Max Grav All reactions 250lb or less atjoinl(s)1, 5, 7 except 8=416(LC 17), 6=416(LC 18) FORCES. Qb) - Mruc Comp7Max. Ten. -All forces 250 (1b) or less except when shown. WEBS 2.8=-299267, 4.6=-2991266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCOL=4.2psh BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS.(envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with my other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 5 except Qt=lb) 8-225, 6=225. LOAD CASE(S) Standard \�\\\r,` I,iq Z -O � ATE F1Q i Q' /ONA`