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HomeMy WebLinkAboutTruss49' 1„ _ 6 5" 12' 8' �vva as Taaaa� D^Dh �Iaa aI�D M EJ7 7 EJ7 iEJ7 EJ7 v, LLC ' `$ignature of this documentacf<nowedges that thetcliant has reviewed this ti ussplacemenk diagram in Its entirety and is in agreement with the followingliems, hrtluding but not limited to A.) The client is responsibletoverify the accuracy of Information subm itted for useindestgnp fabricationrand soheduling. Any labors material,ortime delayfncurred from inadequateorlruorre6t 1nformatlq,Rsupplled fraM the client Will beat the die[}Xs expense. B.) Design Criterla: The client ackno(vledg45 that the truss design criteria noted"onthis truss: Placement diagram meets or exceeds the design criteria specified by the building designer, engineerof record, and local and state building requirements, C.) "Fabrication and'Delivery; One approved trum placement diagram must be. returned to the truss manufacturer before fabrication and delivery will be ssched'uled. It is the clientlsrespopsibihty;Ito coordinate;tleliverydates�;withthe trussmanufriOurat, The1511eh6hall provldea"Marked I"Iff-M w delivery;; which must beaccessible,leveliandcle.arof material and debris; in lieu ofthis; trusses WIN be. ti z deliveredn the beatava11461e1ocatio)7,pY ourdriver`;djsoretion• �yre.and handfiRg of the Yrlls§es Z following; dilvery lst.he responsibiltyof the client. O g Q,)z lnstailation&Brael.ng!aCS.12008IBUilcliing Component Safely lnformadon,)WT(.;A%TPI 4 guidelines shall befollowedwhenhandling, installing;andbracingtmsses. Temporaryand/for. N permanent bracing and blocking is not included jn"tNe'truss package;Trusses shall be bratedtol. ? prevent rotation and provide lateral stalility in aocordanceWith the requirements specified, tithe. construction documentsfor the buildingandon the individual truss: designdrawings, Theovera)I stability of the truss Sys. ern is the rasponillbillYy ofihe.',bufidlnig desjgrier, Ll Field Framing: 4)' Trey ceilingspndotherceilingtrap ibonbmay, require feldframinit byothers. 2.1 Ceiling;drops and valleys not shown are to be field'framed byotihere. 3.) Om a"ngsmaybe over length-cutitofif infield'. Overhangs are 20 or2K6!no biockingfs-.appfjed. Cornerlacks will.be squa recut and hip jacks will be double beveled, E) 'Repalrs: Trussilated problems are foberepertedto the trussmanufacturer ASAP,preferably in writing.. DO NOT CV,TANYTRVSSBS before contacting the truss manufacturer With spOifica of the problem..' Any field modifications matte without an engineered repair drawler lllbe the responsibility ofthe.client; jVo baekz[Iprges gr Crane;oharges of aKy kindwill be aGcpeted, unles3 spectfieafly approved in:writmg by thetr0s6 manufaetgrersmanagemdtY : G) This Trussplacementdiagramwas not created Ibyankngmeer rather byTYxbetts Lurrbrr Co.. LLC staff„ and is purelyto be used as an Installapon gWde en does not requite a seal. Truss design analysisere'-on the Truss Design Drawings'whlch,in ay be, seal d by tfie Truss Design'Enghipq. s 'mS�¢ -Q Q Q `¢I11< ` EJ7 Q¢ om m .. ....._. EJ7 C5 ' M N CiF-U E J-) -. EJ7 o TT ER EJ7 - ij w w 1 EJ7 N N _ m .`v,. , - _� ❑ EJ7 ro 05/16 CJ J7 �: i,� EJ7 � CJ5 ) �' _.. N V2 CJ3 �'' h 1'-11 11/ 6" #1 HIP .. 10' 0•, EJ7 —: CJ1 G1 THD26-2 FLT. BR WALL TOP 10'-0 _. 2-0"O.C, Floor Loed: Roof Load; C t-G, . e:: .-.. \ -;, „ .. ei ,-, . 1 TYP TO t # per; TOLL, TOOL, BOLL, FOOL; Our,; 45# psf; 20 TCLL; 15 TOOL, 0 BCLL, 10 BCDL; Dur- 1,25 2-PLY / ODD SPACE TYPICAL CORNER SET DIMS Design cracked for 10par non-wncurrentLLonSO. Design checked for 10psfnon�r,cunentLLonan, EJ7 - N.T.S. Mitek Engineering 8.2.1.267 Exposure D IEJ5 EJ7 Building Code FBC 2017 Mean Hgt 15 p ASCE 7-10 Bldg. Cat . II - 6 G WALL TOP 10'-0' EJS j _.,._..... ... _. ........._,,.. y --. __. TPI 1-2014 Importance Factor II - - - D7 Truss Design CRC Enclosure Enblosed EJ5/ ,a?111#. I:IaLCh Legend r Uplift Calc. : MWFRS Entry : Exposed. to Wind D6 Wind Speed 160 mph US Lanai Exposed to Wind ' Z ROOF CRITERIA FLOOR CRITERIA :.. N. EJ5 - .. '. o T.C. Pilch b 712 �,J .( i n.. _ �. B.C. Pitch 112 Depth l o '"0A. F. F. BRIG. a T.C. Size 2X4 Spacing EJ D4 Heel Hgt 4-1116 €J5 ( oo j FLT. ?tr,,;' Bearing 8 .. _ _....... _... .� . ; TM ., • n- _ _ _ _ CLG. IN; Cantilever 24 Vapor barrier between floor& concrete by others. -CJ5 ` D3 Overhang Floor trusses held back 3/4" at exterior walls, . _ ' block R fill by others. Blocking for vertical load. transfer 5 i� fv Spacing 24' o.c. by others. _ ._.......... _ Odd space floor trusses around plumbing as noted CJ3 °J D2 N _ CJ1 - -� , / ;, o- Approved by: j 1F 13,4„ CJ5 -- F�KZ _ a > z Desired delivery date: � w Approval Date: w .-�,.. CJ3 CJ1 o Date, Initials, Description w w w o ICJ5 CJ5 V z g CJ3 - '.-- -- — CJ3 � ---- --- ----- ._-__ - - _ s�yt1111111fff y w a CJ1 CJ1 c� w U 0U �. E FQ — _ — _ _ - _ S.U,kt D TO T q Tc ig, i , 11, 8„ 12' 0„ T T'$"L FOR pp 1i' �.• Client. 49'1" `1% ...ol7tc ,�, AN®R® BUILDING CORP. 'T �h ��ONAL ��+����` Z Project r HOLLAND Address: 1836 Wildcat Cove Dr., Fort Pierce, FL Date : 5/30l2019 Designer ; DN Project # 507448 1 10'-0" FLT. CLG. FLT. CLG, ro m 10--0" FLT. 11 CLG. TRUSS END DETAIL SQUARE CUT CANTILEVER 12 51 4g0P.cN0�o 2X Lumber design .v. ues are -in accordance with ANSI[TPI 1..section 6.3 These truss -designs -rely on lumber values established by others. !uttry4: RE: ::507448 - Holland ... M :.. :. iTek USA, Inc. - . a e East Blvd Site Information: . Tam 690 PParke . Tampa" FL_33610=4115 ::Customer Info: Ando Building Corporation -Project Name: Holland Model: V gplock. .. Subdivision: .. Address; 1836 Wildcat Cove Dr., .. City: Fort Pierce State: FL Name Address and License.# of Structural .Engineer of Record, If there its one, for the building.. Name::. License #:':::.. . Address: ... ! . City: State: . .. General -Truss Engineering Criteria'& Design Loads (individual: Truss: Design Drawings Show:Special Loading .Conditions): Design Code: FBC2017/TPl2014 :.. -Design Program: ' MiTek-20/20 8.2 :Wind Code: ASCE:7-10 Wind Speed: 160 mph .. Roof Load: 45.0 psf Floor Load: N/A psf This package includes 49 individual', Truss Design Drawings and 0 Additional Drawings. With.my seal affixed to this.sheet, I hereby certify, that I.am the Truss Design Engineer.and this index sheet conforms to 61 G15-31.003, section 5 of the:Florida Board of Professional Engineers Rules. No. Seal#: : Truss Name ::Date :No.' Seal# Truss-Name:.:Date:. ..... . ..... :. :.1 T17217366 Al _ - 6/3/19 :: 23 T1 7217388' C2 6/3/19 2: T17217367 A2 6/3/19 24 :T1.7217899 C3 _ 6/3/1'9' 3 1:7217368 A3 6/3/19 25 ,T17217390 •C4 6/3/1�9 RECZMVff 4 717217369 A4 6/3/19 26 T17217391 CA 6/3/19 5 T17217370: A5: : 6/3/1:9..: 27 T17217392 CA 6/3/19.: ' 6 T1721737.1 A6 6/3/19... 28 T17217393' . CJ3A 6/3/1i9 ,. J U.N: 2. �: 2019 7 T17217372 . A7 6/3/19:.. 29 T17217394.: C,J5 6/3/1;9 . 8: ::-T1:7217373 A8 6/3/19 30: :T17217395. D1 : 6/3/19 8 T17217374 A9 6/3/19 31 717217396 D2 6/3/19 5T Lucie County, Permitting 10 71.7217375 A10.: 6/3/19 32 ::: T1.7217397 D3.: ':: .... 6/3/119 11 T17217376:. All 1 6/3/f9 : 33 T17217398.' D4 6/3/1�9 12 T172173.77' Al2 .6/3/19. :. 34 T17217399 : D5 13. T17217378 A13, 6/3/19 ' 35 ...T17217400 : D6.... 6/3/' 9 14 -" T17217379 A14 . • 6/3/19 36 : T17217401 D7.6/3/-9 15•" T17217380 A15 6/3/19 37 :._ Tl-7217402 EJ5.... 6/3/19 .16 71721738.1" A16 6/3/19 38 Tl72.17403 . ER 6/3/19 17 T17217382:: Al 6/3/T9 ' . 39 T1721740'4: EJ7A 6/3P 9 18 T17217383 A18 6/3/19 :: 40 T1721740.5 : EVP 6/3/19 19 .: 717217384 - Bill: 6/3/19 " 41 :.:.: T1.7217406 G 1 , 6/3/119 " 20 : • T17217385 B2 6/3/19 42, : T1.7217407 G2 : .. 6/3/19 21 T11217386 B3 6/3/19 43 T17217408 HJ5 6/3/19 :22 T17217387 Cl: 6/3/1:9: :44 T17217409 HJ7' e 6/3/19. The truss drawing(s) referenced.above have been prepared by MiTek V�N �V JSA, Inc. under my direct supervision based om the parameters ��pP��� • ,.. •.. F 'i i : ' provided by. Tibbetts.Lumber Company Palm Bay. ��� a • ��:C E N SF� •�� :.:04 TTruss Design Engineers. Name: Velez, Joaquin 681 8200 My license: renewal date for the state of Florida is February 28, 2021.. IMPORTANT NOTE, The seal on these truss component designs is'a certification 13 STATE O F " : <U that the. engineer named is licensed in the jurisdiction(s):identified and that the Q designs comply with ANSI/TPI 1..:These designs are based upon parameters �i '�•••;c shown: e. loads, supports, O R ,` ( g.,. pports,Amensions, shapes and design codes), which were :. ��� is • ,.�•. `�.. given to MiTek or.TREN= Any project specific information included is'forMiTek's or S/0 TRENCO's customers'file reference purpose only, and was not taken into account in the �I��„N o preparation of.these designs.. MiTek or TRENCO has not. independently verified the . . t applicability:& the design parameters or the designs for any particular building. Before use, Joaquin Velez PENo.68182.: the building designer should verify applicability of design parameters and properly634 . 5804 :...: . ,incorporate these designs- into the overall building design' per`ANSI/TPI 1;.Chapter 2.. Tampa FL - ek SA Inc.no L Ce _ Parke East Blpd:. 33fi10 Date _. :.: Jun e 3,2019 Velez, Joaquin.:. 1 of 2 :: A J �. RE: 507448 -Holland Site Information: Customer Info: Ando Building Corporation Project Name: Holland Model: Lot/Block: .. Subdivision: .. Address: 1836 Wildcat Cove Dr., .. City: Fort Pierce State: FL No. Seal# Truss Name Date 45 T17217410 HJ7P 6/3/19 46 T17217411 K1 6/3/19 47 T17217412 K2 6/3/19 48 T17217413 V1 6/3/19 49 T17217414 V2 6/3/19 2 of 2 , Job Truss Truss Type rji]ty Ply Holland T17217366 507448 Al HALF HIP GIRDER 1 2 Job Reference (optional) I rbDetlS LumDer.L:ompany, valm tfay, rL - J•L9Ub, j 5.00 12 3x6 i 0 17 4x6 = 3x10 II �,. a.eyu s 1v1ay 10 Lu 1.7 Ivll I un II IUu,[I—, II IU. 1v 11 dui l o UU.e•e.ve eU i a , aV. , I D:4J 6l fJQ6adeTDZN2Z5RbxRzJSrO-5B7Rnn?YEeFtkbRBLMxOW pmcgOXKyLPOSzcgetzA4E3 27-0 3-88-9 0-85-3 47-3-8 -/l 4 6-9 6--9 I 6-10-5 I, Scale = 1:80.6 6x8 = 2x4 11. 7x8 = 2x4 11 7x8 = 2x4 11 i 5x6 = 3 20 _21 _- 422_23 _24 _ 25 5 26 _ 27 t_ 28 6 • 29 _q0 31 32 337 34 35 36 8 37 3,40 9. 16 41 42 15 43 44 45 46 .14 47 411 t'49 � .13.� 50 -51 5212 53 1 54 55 1156 57 58,59 10 11 4x6 = 8x8 = '2x4 II BxB = 2x4 11 8x10 — 3x10 13-6-13 7 7--0- f 33-8-9 -6-13 26-8-96 2V 6 5:0-4-0,0-4-8 , 7:0-4-0,0-4-8 , 11:0-5-0,0-4-8 , 13: i-4-0,Edge], 15:0-4-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI.. DEFL. - in (loc) I/dell .. Ud PLATES GRIP. TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 C( Vert(LL) -0.45 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL. 1.25 BC 0.95 ' Vert(CT) -1.01 13-14 >534 240 BCLL 0.0 Rep Stress Incr NO WEI 0.83 AHorz(CT) 0.16 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.87 13-14 >619 240 Weight..619lb FT=20 i LUMBER-. .BRACING - TOP CHORD 2x6 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 5-7-4 oc purlins, 1-3: 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (4-3-1 max.): 3-9. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied orb-2-2:oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 10=2744/0-4-0,:17=2797/0-8-0 Max Horz 17=187(LC 8) Max Uplift 10=-1754(LC 8), 17=-1960(LC 8) Max G.rav 10=3156(LC 36), 17=3274(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 256 (Ib) or less except when shown. ,66/6836,: TOP CHORD 1-2=-368/170, 2-3=-5028/2772, 3-4=-9424/5294, 4-5=-9419/5290, 5-6=-1 64=-12266/6836, 7-8=-6419/3569, 8-9=-6419/3569, 9-1.0=-3015/1780 BOT CHORD 1-17=-140/340, 1'6-17=-267/373, 15-16=.-2635/4639, 14-15=-6663/11926, 13-14=-6663/11926, 12-13=-5802/10420, 11-12==5802/10420 �5/711, =83-83 WEBS 2-17=-3046/1822, 2-16=-2450/4383, 3-16=-7241554, 3-15=-2904/5260, 4- '�2 004, 5-15=-2736/1490, 5-14=0/357, 5-13=-247/390, 6-13=-700/624, 7-13=-112 " 7-12=0/355, 7-11=-4343/2423, 8-11=-758/690, 9-11=-3807/6848 NOTES- 2--ply truss to be connected together with 10d (0.131 "x3") nails as follows: oc. Top chords. connected as follows: 2x4 - 1 row at 0 9-0'oc, 2x6 - 2 rows staggered at 0-9- �� �• �,� �` •'.. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-6 oc: 00 No 68182 •� Webs connected as follows: 2x4 - 1.row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except, if noted as front (F) or back (E3� face in the LOAD CASE(S) section. Ply fo er vise indicated. •• *.�•. ply connections have been provided to distribute only loads noted as (F) or (B), unless otlh 3) Unbalanced roof live loads have been considered for this design. 4) VJind: ASCE 7-10; VuIt=160m0h•(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=(': psf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. ;• .S F Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lu b ,r DOL=1:60 plate grip DOL=1.60 O �� 5) Provide adequate drainage to prevent water ponding. 6) live loads. �j T •. P .' ��' tom. •.; Q Fj.\'�, .�� This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a .other where a rectangle 3-6-0 tall b 2truss has been-0-0 wide 7) load �finembi'r's. n the bottom chord imall areas for a lany �� s ' • • •' %� N AL �� will flit between the bottome ho ii'andned, otheive 100 lb u Ilft at oint s except t_Ib 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstandir g p i () p = -) . �O 10=1754, 17=1960. Joaquin Velez PE N08182 9) Graphical purlin representation does'not depict the size or the orientation of the purlin alo 9 the top and/or bottom chord. MITek USA, Inc. FL Celt 6634 _ . 6904Parke E.ast.Blvd.Tampa,K,33610 Date:' June 3;2019 0 WARNING -Verify desigri parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAJ�E MII-7473 rev.f010312015 BEFORE USE.Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, aisfar an individual building component, not a truss system. Before use, thebuilding'designer must verify the applicability of design parameters.anoperly incorporate this design Into the overall building design, Bracing Indicated is toprevent buckling of Individual truss web and/or chord membonly. Additional temporary and permanent bracing is always required for stability and to prevent, collapse with possible personal Injury and property dam. For general guidance reggrding thearia, Nl OW fabrication, storage; delivery, erection and bracing of iPusses and truss systems, seeANSViPII Guonly DSB49 and BCSI Bueding Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Infomlaflonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231 ,`� Tibbetts Lumber Company,' Palm Bay, FL - 32905, I _ �.. - 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 3 06:24:42 2019 Page 2 I D:4Jul fJQ6adeTDZN2Z5RbxRzJS rO-5B7Rnn?YEeFtkbR8LMxO W pmcgOXKyLPOSzcgetzA4E3 NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support_ concentrated load(s) 422 lb down and 365 lb up at 7-0-0; 183 Ib down and 145 Ib up at 9-0-12, 183 lb down and 145 Ib up at 11-0-12, 183 Ib down and 145 Ib up at 13-0-12, 183 lb down and 145 Ib up at 15-0-12, 183 Ib down and 145 (b up at 17-0-12, 183 lb down and 145 lb up:at 19-0-12, 183 lb down and 145 lb up at 21-0-12, 183 Ib.down and 145 lb up at 23-0-12, 183 lb down and 145 lb up at 25-0-12, 183 lb down and 145 lb up at 27-0-12, 183 Ib down and 145 lb up at 29-0-12, 183 lb down and 146 lb up at 31-0-12. 183 lb down and 145 lb up at 33-0-12, 183 lb down and 145 lb up at 35-0-12, 183 lbdown and 145 lb up at 37-0-12, 183 lb down and 145 lb up at 39-0-12, 183 Ib;down and 145 lb up at 41-0-12, 183 Ib down and 145 lb up at 43-0-12, and 183 lb down and 145 lb up at 45-0-12, and 183 lb down and 145 lb.up at.45-11-4 on top chord, and 168 lb down and 104 lb up at •7-0-0, 42 lb down at 9-0-12, 42 lb down at 11-0-12,'42 Ib'down at 13-0-12, 42 lb down at 15-0-12, 42 lb down at 17-0-12, 42 Ib down at 19-0-12, 42 lb down at 21-0-12, 42 lb down at 23-0-12, 42 lb down at 25-0-12, 42 Ib down at 27-0-12, 42 lb down at 29-0-12, 42 lb down at 31-0-12, 42 lb down at 33-0=12, 42 lb down at 35-0-12, 42 lb down at 37-0-12, 42 Ib down at 39-0-12, 42 Ib down at 41-0-12, 42 lb down at 43-0-12, and 42 lb down at 45=0-12, and 42 lb down at 45-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-9=-70, 1-10=-20. Concentrated Loads (lb) Vert:3= 63(B) 16=43(B)13=-11(B).6=-53(B) 20=-53(B) 21=-53(B) 22=-53(B) 23=-53(B) 24=-53(B).25=-53(B)',26=-53(B) 27=-53(B) 28=-53(B) 29=-53(B) 31=-53(B) 33=-53(B) 34=-53(B) 35=-53(B) 36=-53(B) 37=-53(B) 38=-53(B) 39 53(B) 40= 53(B) 41=-11(B) 42=-11(B) 43=-11(B) 44=-11(B)45=-11(B) 46=-11(B) 47=-11(B) 48=-11(B) 49= 11(B) 50- 11(B) 51- 11(B) 52= 11(B) 53=-11(B) 54= 11(B) 55- 11(B) 56= 11(B) 57=-11(B) 58=-11(B) 59=-11(B) Job Truss Truss Type Qty Ply Holland T17217366 507448 Al HALF HIP GIRDER 1 2 Job Reference (optional) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERi7NCE PAGEMII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not - a.iruss system. Before use. The. building designer must verify The applicability of design parameters and properly incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only: Additional temporary and permanent bracing Job Truss Truss Type Qty Ply Holland T17217367 507448 A2 HALF. HIP. 1 1 Job Reference (optional) I IWells .Lumoerl�ompany, ralm tray, r-L - 04WO, - 6.'Z41J S May,13 2u19 MI I eK industries, Inc. Mon Jun 3 U6:24:b9 2U19 rage 1 I DAJu1 fJQ6ad6TDZN2Z5RbxRzJSrO-5SfsLbCCDsOSHCEPrQI Ni PzQZFQYRORuN7E3jOzA4Do 7-0-0 9-0-0-T6-1-11 23-5-2 30-8-9 38-0-0 44-4-8 47-3-8 0- -4 - 7-0-0 2-0-6 7-1-11 7-3-7 7-3-7 "- 7-3--7 - 6-4-8 2-11-0 Scale = 1:63.2 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL, LOADS IMPOSED BY SUPPORTS (BEARINGS). Sx6 = 5.00 12 ' 4x12 6x6 = 48 = 6x8 = 3x4 11 4x8 = .. 2 20 19 18 17 16 15 14 13 3x4 = 46 — 6x6 — 4x12 = 6x8 MT20HS = 3x8 = 6x12 MT20HS 8x10 = 3x4 II LOADING (psf) SPACING- 2-0-0 CSI.. DEFL. in (loc) I/deft Ud . PLATES. GRIP TCLL 20.0 Plate Grip DOL 1.25 TC. 0194 Vert(LL) -0.46 15-16 >999 360 MT20 244/190 TCDL: 15.0' Lumber DOL 1.25 BC, 0.55 Vert(CT) -1.0.515-16 >513 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.32 20 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wlnd(LL) 0.75 15-16 >715 240 'Weight: 262 lb FT=20%, LUMBER-: BRACING - TOP CHORD_ 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins, 4-6,6-8: 2x4 SP SS I except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 4-10. BOT CHORD 2x4 SP SS *Except* BOT CHORD Rigid ceiling directly applied or 3-7-6;ocbracing. 9-13,11-12: 2x4 SP No.2 WEBS 1:Raw at'midpt 5-18, 7-14, 12-14, 3-19 WEBS 2x4 SP No.2 *Except* 10-20: 2x4 SP SS REACTIONS. (lb/size) 19=2234/0-8-0, 20=2011/0-4-0 Max Harz 19=245(LC 12) Max Uplift. 1 9=-1 212(LC 12), 20=-1006(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. _ All forces 250 (lb) or less except when. shown. TOP CHORD 374=-3228/2096, 4-5=72932/1956, 5-6=-5926/3721, 6-7=-5926/3721, 7-8=-3952/2434, 8-9=-2984/1871, 9-10=-2974/1844, 11-20=-2011/1234, 10-11= 1926/1217 BOTCHORD 18-19=-1931/2730, 17-18=-3285/5081, 16-17=-3285/5081, 15-16=-3443/5540, 14-15=-3443/5540; 9-12=-314/309 WEBS 3-18=-195/519, 4-18=-504/904, 5-18— 2464/1527, 5-16=-521/992, 7-16=-314/436, 7-14=-1803/1146, 12-14=-2497/4024, 8-12=-1008/588, 10-.12==2141/3444, 3-19=-3195/2081, 2-19=-403/504, 5-17=0/294, 6-16=-503/473, 7-15=0/287, 8-14=-217/336. . NOTES- 1) Unbalanced roof live loads have been considered for this design. . 2),Nind: ASCE:7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4:2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. 11; Exp D; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-4 to 4-11-12, Interior(1) 4-11-12 to.9-0-0, Exterior(2) 9-0-0 to 16-1-11, Interior(1) 16-1=11 to 47-1-12 zone; cantilever left and right exposed ;C-C for members and forces,& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)',Urovide adequate drainage to prevent water ponding. 4) All plates'are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 6) * This truss has been designed for a live load of 20.Opsf on the.bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 20 considers. parallel'to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacityof bearing surface. = 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 19=1212,.20=1006. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom .chord. `���r<rrrrrrrE�� �%%% GO IN '••V s�•• s�i No 68182 R �.O • N C'i A� � �%% Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 . 6904 Parke East Blgd, Tampa. FL 336f0 Dater.. June 3,2019 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify The applicability of design parameters and properly incorporate this design Into the overall building design, Bracing Indicated is to prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®K� Is always' required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVWI1 Quality Cdtoda,.DS649 and BCSI Bueding Component 6904 Parke.East Blvd. Saloty Inlonnationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 . Job Truss Truss Type Qty Ply T17217368 507448 A3 HALF HIP. 1 1 �11`lolland Job Reference (optional) I Ibbetts Lumber Company, Halm bay, I-L-.32905, 8.240 s May13 2019 MITek Industries, Inc. Mon Jun 3 06:25:00 2019 Page 1 I D:4Jul fJQ6adeTDZN2Z5 RbxRzJSrO-ZfCEZxDq_AW J uMpcO7GcEcW eyen6ATObmzdFrzA4Dn 7-0-0 1'_ 0-0 17-7-11 24-5-2 31-2-9 38-0-0 44-4-8 47-3-8 0- -4 7-0-0 4-0-0 6-7-11 6-9-7 6-9-7 - 6-9-7 6-4-8 2-11-0 Scale = 1:83.2 VERTICAL LEGS ARE NOT DESIGNED FOR:LAifERAL LOADS IMPOSED BY SUPPORTS (BEARINGS)., 5x6 = 5.00 F12 19 4x6 = 6x6 = 4x8 = 5x6 = ' 3x10 = 5x6 = 3x4 11 18 17 16 15 14 13 48 = 6x8 MT20HS = 3x8 6x8 MT20HS 5x12 = 3x4 II 31-2-9 33-0-0 5x6 = 1N . I9 N 20 3x4 = LOADING (psf) SPACING- 2-0-0' CS1. DEFL.. in (loc) I/deft Lid . PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LQ -0.32 16 >999 360 MT20 244/100 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.72 15-16 >744 240. MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.96 HOrz(CT) 0.25 20 n/a n/a BCDL 10.0 CodeFBC2017/TP12014 Matrix -MS Wind(LL) 0.53 16 >999 240 Weight: 274 lb FT = 20% LUMBER- BRACING- . TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins, 4-6,6-8: 2x4 SP SS except end verticals, and 2-0-0 oc purlins (2-8-13 max.): 4710. BOT-CHORD 2x4 SP SS *Except* BOT CHORD Rigid ceiling directly applied or3-11-7 oc bracing. 9-13,11-12: 2x4 SP No.2 WEBS 1 :Row at midpt 5-18', 7-14, 12-14, 3-19 WEBS 2x4 SP No.2 *Except* 10-20: 2x4 SP SS REACTIONS. (lb/size) . 19: 2234/0-8-0, 20=2011/0-4-0 Max Horz 19=300(LC 12) Max Uplift 19=-1206(LC 12), 20=-1011(LC 12) . FORCES. (lb) - Max. Comp./Max. Ten. - Ali forces 250 (lb) or less except when shown. TOP CHORD. 12=-286/0, 3-4=-3319/2150, 4-5=-2985/2041, 5-6=-4877/3091, 6-7=-4877/3091, 7-8=-3196/1980, 8-9= 2076/1305, 9-10=-2067/1289; 11-20= 2011/1241, 10-11=-1943/1234 BOT CHORD 1-19=0/265;"18-19=-2066/2731, 17-18=-2866/4392, 16-17= 2866/4392, 15-16=-2812/4487, 14-15=-2812/4487; 9-12= 320/309 WEBS 3-18=-111/465, 4-18=-463/906, 5-18=-1766/1088, 5-16=-284/642, 7-16=-340/473, .7-14=-1567/1010, 12-14=-2653/3279, 8-12=-1222/742, 10-12=-1727/2762, 3-19=-3173/2229, 2-19=-365/496, 5-17=0/258, 6-16=-465/438, 7-15=0/268 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=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-4 to 4-11-12, Interior(1) 4-11-'12 to 11-0-0, Exterior(2) 11-0-0 to 1&0-14, Interior(1)18,0-14 to 47-1-12 zone; cantilever left and right exposed ;C-C-for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3), rovide. adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. J 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=1206,:20=1011. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom ,chord. , p1UIN off,GEN, ...!!F< • No 6818'2 + 0. S TE OF :�44/ + Joaquin Velez PE No.68182 MITek USA, Inc: FL Cert 6634 ;6904 Fafke East Blvd. Tampa FL $3610 Date: June 3,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEM11.7473 rev. 10/0312015 BEFORE USE, - Design valid for use only with MiTek® connectors. This design Is based-orily upon parameters shown, and is for an Individual building component, not �* a, truss system. Before use, the" building designer must verify The applicability of design parometers,and properly incorporate this design into the overall building design, Bracing Indicated is to. prevent, buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing. . NOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage: delivery, erection and bracing of trusses and truss systems, seeANSI/113I1 Quality Cdtetla,:DSB49 and SCSI BuOding Component 6904 Parke,East Blvd. Safety Informatbnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610:. . Job Truss Truss Type�-Qty Ply Holland T17217369 5b7448 A4 Half Hip 1 1 Job Reference o tional I Iuueus 1-umuer UUmpany, raun Day, rL -.ozauo, - mz4u s may, 1 o Zul u MI I eK.Inauslrles, Inc. Mon Jun 3 Ub:Zb:U1 ZU19 vage 1 IDAJul fJQ6adeTDZN2Z5RbxRzJSrO-1 rmdmHETIUeAW VOoyrnrng2px22kvytBgQ]AoHzA4Dm 0-0 17-9-10 24-7-331-4-13 38.2-6 45-3-8 . 6.0-0 5.0-0 6-9.10, 6-9-10 6-9-10 6-9-10 7-1-2 Scale=.1:78.1 5x6 = 5.00 F12 4xl 3x6 = 5x6 = 3x6 = 6x6 = 3x4. 11 15 14 13 .GI LG IL GJ. 44 II im Lb lu L/: Zu 9 ,. 3x6 11. 5x6 = 5x8 = 3x6 = - 6x6 = 4x6 = 6x6 = 6-0-0 . 11-0-0 19-6-0 28-0.0 . 36-6-0 A5-3-8 6.0-0 5.0-0 8-6-0 8-6.0 8-6-0 8.9-8 Plate Offsets (X,Y)-- [3:0-3-0,0-2-4], [5:0-3-0,0-3-0], [7:0-3-0,0-3-4], [11`.0-3-0,Edge], [13:0-4-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl LJd . PLATES GRIP TCLL . 20.0 Plate Grip DOL" 1.25 TC 0.76 Vert(LL) r0.27 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT)...-0.6211-12 >863 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.18 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.42 11-12 '>999 240 :W6ight:257lb FT=20% LUMBER-. BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-11 oc purlins, 3-5,5-7: 2x4 SP.SS except end verticals, and'2-0-0 oc purlins (3-1-1 max.): 3-8. BOT CHORD 2x4 SP SS *Except" BOT CHORD Rigid ceiling directly applied or3-10-2 oo bracing. 13-15: 2x4 SP No.2 WEBS 1 Row at midpt 4-13, 6-10, 1-14 'WEBS 2x4 SP No.2 *Except* 2Rows at 1/3 pts 7-9 1-15: 2x6 SP No.2 REACTIONS. (lb/size) , 9=2021/0-4-0, 15=2021/0-8-0 Max Horz .15=293(LC 12) Max Uplift 9=-1025(LC 12), 15=-982(LC 12) Max Grav 9=2035(LC 17), 15=2099(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 3463/2181, 2-3=-3470/2241, 3-4=-3134/2137, 4-5=-4177/2660,- 5-6=-3984/2477, 6-7=-2652/1632, 1-15=-2026/1341 . BOT CHORD 14-15=-545/353, 13-14=-2312/3201, 12-13=-2677/4082, 11-12=-2716/4215, 10-11=-2298/3602, 9=10= 1446/2250 WEBS 2-14=-432/387, 3-13=-481/950, 4-13=-1315/767, 4-12=-4/389, 5-11= 466/455, 6-11=-342/727, 6-10= 1397/995, 7-10=-641/1360, 7-9=-2835/1823, 1-14=-1823/2916: IN NOTES- 1) Unbalanced roof live loads have been considered for this design. ,� QP •.• CSC` �i� . �� '�\C' E N 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. ,]l; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 5-2-12, Interior(1) 5-2-12 to 11-0-0, Exterior(2) +• NO 68182 11-0-0 to 17-9-10, Interior(.1) 17-9-10 to 45-1-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for .". reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) jj his truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where.a rectangle 3-6-0 tall by 2-0-0 wide �±•• ST O F . . ��� ®jO� will fit between the bottom chord and any other members, with BCDL = 1O.Opsf. •� ��� 6) Provide mechanical connection (by others) of truss to bearing plate:capable of withstanding 100 lb uplift at joint(s) except Qt=lb) .; OR �j� lSS • • •' 9=1025, 15=982. 7), Graphical purlin representation,does not depict the size or the orientation of the purlin along the top and/or bottom chord.�O N M' Joaquin Velez PE No.68182 MITek USA, Inc: FL Ceit 6634 6904 Parke East Blvd. Tampa FL 33610 Date' June 3,2019 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. f 0/03/2015 BEFORE USE, -�° Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Isfor an Individual building component, not a.truss system. Before use, the building designer must verify the applicability of design parometers,and properly incorporate this design Into the overall building design, Bracing indicated is to prevent. buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing NOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSY711 Quality Cd tedla, DSB-89 and SCSI Building Componenf 6904 Parke East Blvd. Safety Informafbnovailable from Truss Plate Institute, 218 N. Lee Street, Suite'312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply (Holland T17217370 507448 A5 Hip 1 1 Job Reference (optional) i wUcua �umUei UUinpany, ramr Day, rL -,azaua, b,z4u s May 1J 2U19 MI I eK industries, Inc. Man Jun 3 U6:2b:U2..zU19 Page 1 I D AJ u9 fJQ6adeTDZN2Z5RbxRzJSrO-VI K?zdF5W nm 18fy_W Y14J 1 bzlSMwePrK34SkK1zA4Dl 3-4-0 10-8-3 18-0.6 25-4-9 32-10-8 34-8-0 5-7- 3.4.0 7-4-3 7.4-3 7.4-3 7-5-15 1-9.8 -11- Scale = 1:61.3 5.00 12 5x6 = > 4x 2x4 11 3x4 = 5x6 = 4x4 = 2x4 I1 5x6 = 3x6 11 4x8 = 5x8 = . I 5x8 = 6x8 =. 4x6 = 3-4-0 32-.10-8 I'laie VTTseis tA,Yj-- tz:u-J-U,U-z-4j, t4:U-J-U,U-3-U1, t/:U-3-U,U-Z-4j, 111:U-4-U,U-J-Uj, I12:U-4-U,U-3-Uj LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES. GRIP TCLL . 20.0 Plate Grip DOL - 1.25 TC 0.78. Vert(LL) -0.19 10-11 >999 360 MT20 244/190 TCDL_ 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -6.38 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code. FBC2017/TP12014 Matrix -MS Wind(LL) 0.1211-12 >999 240 Weight: 242Ib FT=20% LUMBER= BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP SS *Except* except end verticals, and 2-0-0 oc purlins (3-7-8 max.): 2-7. 9-11: 2x4 SP No.2 ._ BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 *Except* WEBS 1 Row at midpt 3-13, 5-10 1-14: 2x6 SP No.2 REACTIONS. (lb/size) 14=1460/0-8-0, 10=1713/0-4-0 Max Harz 14=62(LC 12) Max Uplift 14=-714(LC 12), 10=-861(LC 12). Max G1av 14=1521(LC 17), 10=1754(LC 17) FORCES. (lb) -'Max. Comp./Max. Ten. -.All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-789/502, 2-3=-719/540, 3-4=-1929/1185, 4-5=-1696/97011-14= 1562/973 BOT CHORD 12-13=-1163/1766, 11-12=-1223/1974, 10,-11=-842/1425 WEBS 6-10=-485/551, 1-13=-791/1360, 3-13=-1408/859, 3-12=-13/451r4-11=-498/468, 5-11= 263/759, 5-10=-1820/1164 ' i 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=6.Opsf; h=15ft; B=52ft L=50ft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 10-8-3, Interior(1) 10-8-3 to 34-8-0, Exterior(2) 34-8-0 to 35-5-12 zone; cantilciVer left and right exposed ;C-C for members and forces & MW FRS for reactions shown; 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 nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6)'. f rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=714,10=861. 7) Graphical purlin representation doe.s,not depict the size or the orientation of the purlin along the' top and/or bottom chord. 1 °lljIN• VF�FCENS '�i No 68'1'82 r •� S,T OF tip F'S; 'O •° , p R ( C? �'�•S�0NAI-t:\�0 Joaquin Velez PE No.68182 MITekUSA, Inc. FL Ced 6634. ..... 6904 0arke E.asf.Blvd. Tampa FL 33616 Date:' June 3,2019 & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev. 101012015 BEFORE USE. Design valid for use only with MITek® connectors, This design is based only upon parameters shown, and is.for an individual building component, not a Truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to. prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p ivi piTek*' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSViPII Quality Cllteda,:D1111-89 and Ill Building Component 6904 Parke.East Blvd. Safely Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .. Tampa, FL '33610 Job Truss Truss Type Qty Ply Holland T17217371 507448 A6 Hip 1 1 Job Reference (optional) r ruueus LumUer i.ompany, raim tray, r-L - azeua, t5.z4U s May 1:S zul u MI I eK Inausines, Inc. Mon Jun S U6:Zb:UJ ZUl `i Page 1 I D:4J ul fJQ6adeTDZN2Z5RbxRzJSrO-zDuN BzGj H5uulpXB4GpJsF7AYsiBNsFU IkCHs9zA4Dk 5-4-0 12-2-0 19.0-0 25-10-0 32-8-0 35-7-8 5-4-0 6-10-0 6-10=0 6-10-0 610.0, 2i 11 Scale = 1:61.3 - 5.00 12 5x6 = • 4x 3x4 = 5x6 = 44 = 5x6 = 3x6 11 48 — 6x6 = 6x6 = 6x8 = 2x4 11 14-5-5 23.6-11 32-8-0 33-0-8 35-7-8 Plate Offsets (X,Y)-- [2:0-3-0,0-2-4], [4:0-3-0,0-3-01, [6:0-3-0,0-2-41, [10:0-3-0,Edge], [11 i0-3=0,Edge] LOADING (psf) SPACING- 2-0-0 CSI.. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LLp -0.19 11-12 >999 360 MT20 244/190 TCDL. 15.0 Lumber DOL . 1.25 BC. 0.96 Vert(CT) -0.38 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES': WB 0.79 Horz(CT) 0.07 -9, n/a n/a BCDL 10.0 Code FBC2017/TP1201.4 p Matrix -MS Wind(LL) 0.10 10-11 >999 240 Weight:241 lb FT=20% LUMBER-. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied or 5-0-3 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (4-0-6 max.): 2-6. WEBS 2x4 SP No.2 "Except* BOT CHORD Rigid_ceiling directly applied or 2=2-0 oc bracing. 1-13: 2x6 SP No.2 WEBS 1 Row at midpt 3-12=, 4-11, 4-10, 5-9 REACTIONS. (lb/size) 13=1456/6-8-0, 9=1716/0-4-0 Max Harz 13=-81(1-6 10). Max Uplift 13=-713(LC 12), 9=-862(LC 12) Max Grav 13=1548(LC 17), 9=1766(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1099/719, 2-3=-981/764, 3-4=-1783/1157, 4-5=-1459/906, 1-13=-1533/1027 BOT CHORD 11-12— 1076/1713, 10-11=-1b52%1768, 9-10=-711/1227 WEBS 3-12=-1079/608, 3-11=0/335, 4-10=-548/49115-10=-313/828, 5-9— 1735/1.116, 6-9=-355/420, 1-12=-756/1311 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=6.0psf; h=15ft; B=52ft L 50ft; eave=6ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 12-2-0, Interior(1) 12-2-0 to 32 8-O,:Exterior(2) 32-8-0 to 35-5-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a'rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf: .6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding,100 lb uplift at joints) except at=lb) 3=713, 9=862. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chard. .� . DENS .-�.., No 68182 i �'. S OF A /II1111, Joaquin Velez PE No.68182 MITek USA, Inc: FL Cert 6634 63fM Parke East Blvd, TampaTIL 33616 .Date:` June 3,20.19 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p� ' IVIiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance, regarding the . fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVrPII Quality Crlt®rlo,.OS111$9 and BCSI Bueding Component 6904 Parke East Blvd. Safoty Informatlonovoilabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Holland �. T17217372 507448 A7 Hip 1. 1 , Job Reference (optional) I IODettS LUmDef L:ompany," van tfay, I-L - 3z9Ub, 6.z4U S may 13 zU19 MI I eK industries, Inc. Mon dun d Ub:Zb:U4 ZU1 U rage 1 I D:4J ul fJQ6adeTDZN2Z5RbxRzJSro-RQSIOJGL2 POI Nz6NdzKYPSgKOG5h8Ggd W OxgOczA4Dj 2-8-0 7-4-0 15-4-0 16-8-0 23-9-12 • "' 30.8-0 32-10.8 35-7-8 2-8-0 4.8-0 8-0-0 1-4-0 7-1-12 6-10-4 2-2-8 2-9-0 Scale = 1:62.7 5x10 i 2x4 11 3x8 = 6x6 = 5.00 12 5x6 = 4) 18 17 -' 6x6 \\ 13 12 -- -- 611 = 10 3x6 I 6x6 // 12.00 12 5x6 - 2x4 II 2-8-0 4-0-0 7-4.0 15.4-0 16-8-0 23-9-12 32-10-8 33rQ-8 35.7-8 2-8-0 1-4-0 3-4-0 8-0-0 1-4-0 7-1-12 9-0-12 0- •0 2-7-0 Plate Offsets (X Y)--[3:0-7-0,0-2-8];[6:0-3-0,Or3-4],[7:0-3-0,0-2-4] [12:0-3-0,0-3-4][13i0-2-12,0-1-121,[17:0-3-0,0-1-41 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES, GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75. Veri(LL). -0.16 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC ... 0.75 Vert(CT) -6.3814-15 >999 240 BOLL 0.0 * Rep Stress Incr YES WB 0.96 Horc(CT) 0.13 , 11 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.16 14-15 >999 240 Weight: 29216 FT=20% LUMBER- BRACING - TOP 2x4 SP No.2 *Except*. TOP CHORD Structural wood sheathing directly applied or 5-3-1 oc purlins, -CHORD 3-6: 2x4 SP SS except end verticals, and 2-0-0 oc purlins (4-1-0 max.): 3-7. BOT:CHORD 2x4'SP Not BOT CHORD Rigid ceiling directly applied or 5-1-6 oo bracing. WEBS 2x4 SP No.2 *Except* WEBS 1 Row at'midpt 2-17, 5-13, 7-12, 7-11 1-18: 2x6 SP No.2 REACTIONS. (lb/size) 18=1460/0-8-6, 11=1713/0-4-0 Max Harz 18=-121(LC 10) Max Uplift 18=-714(LC 12), 11=-861(LC 12). Max Grav 18=1540(LC 17), 11=1771(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-669/455, 2-3=-1134/851, 3-4=-1897/1384, 4-5_ 1888/1372, 5-6=-1565/1156, 6-7=-1280/947, 1-18=-1518/1020 . BOT CHORD 16-17=-627/878, 15-16=-843/1416, 14-15=-845/1410, 13-14=-131.1/2209, 12-13=-784/1337, 11-12=-199/386 WEBS 2-17=-1753/1245, 2-16=-778/1346, 3-16=-890/392, 3=15=0/327, 3-14=-463/801, 4-14=-470/535, 5-14=-1108/1641, 5-13=-1754/1185, 6-13=-327/407, 6-12=-853/780, 7-12=-866/1435, 7-11=-1419/1046, 1-17— 880/1342 , 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=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. ,JI; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 5-2-12, Interior(1) 5-2-12 to 7-4-0, Exterjor(2) 7-4-0. to 14-4-14, Interior(1) 14-4-14 to 30-8-0, Exterior(2) 30-8-0 to 35-5-12 zone; cantilever left and right exposed ;C-.0 for members and forces & MWFRS for reactions shown; 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 nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle _3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL =:1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding-100 lb uplift at joint(s) except Qt=lb) 18=714, 11=861. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along, the top and/or bottom chord. ``��t,111111111,�r ' PQUIN VF' f4i, ENS. F��%. No 68182 S OF •, .� ..0 . �/♦ AE R OP N.e`er. Joaquin Vale PE No.68182 MiTek USA, Inc. FL Ceit6634 6904t15arke East.Blvd. Tampa FL 33610 Dates June 3;2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek®.connectors. This design is based only upon paiameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent, collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVTP11 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply ;Holland T17217373 507448 A8 Hip 1 1 Job Reference (optional) t IoDeUS.LUrnoer Company, ratm bay, rL - J29Ub, 6.24U S May 13 ZU19 MI I ek-lnaustries, Inc. Mon Jun 3 06:25:05 2019 Page 1 IDAJulfJ06adeTDZN2Z5RbxF zJSrO-v6076fHzpiBc?7hZBhsnxgDW5fRMrklnl2hOx2zA4Di 4-0.9 9.4-0. 15-4.0 22-8-0 28-8.0 32.10-6 35.7-8' 4-0.0 5.4-0 6-0-0 7-4-0 6-0-0 4-2-8 2-9.0 snnFi—q- 4x 5x6 = 3x10 = 5x8 = 5x6 = 3x6 11 6x8 ✓/ 12.00 12 oxo \' 6x6 = 5x6; 15-4-0 22:8-0 4x8 Scale = 1:62.7 cp m N IT 2x4 Ii Plate Offsets (X,Y)-- [3:0-3-0,0-2-4], [5:0-4-0,0-3-0], [6:0-3-0,0-2-41, [12:0-3-0 0-3-0], [13i0-2-8 Edge], [17:0-2-8;Edge] LOADING (psf). SPACING- 2-0-0 CSI. DEFL.. in (loc) Vclefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL). : 0.14 14-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC, 0.66 Vert(CT) . -0.30 14-15 >999 240. BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT.) OA7 _ 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.18 14-15 >999.. 240 Weighf.301 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing. directly applied or4-3-11 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (4-2-13 max.): 3-6. WEBS 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 4-9-15 oc bracing. 1-18: 2x6 SP No.2 WEBS 1 Row at midpt 2-17, 4-15, 4-13, 5-11, 6-11, 7-10 REACTIONS. (lb/size) 18=1460/0-8-0,'10=1713/0-4-0 Max Harz 18=-162(LC 10) Max Uplift 18=-714(LC 12),' 10=-861(LC 12) Max Grav 18=1547(LC 17), 10=1728(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-676/461, 2-3=-1595/1117, 3-4=-1427/1118,'4-5=-1450/1110, 5-6=-653/576, 6-7=-741/55B, 1-18=-1535/1021 BOT CHORD 16-17=-1082/1648, 15-16=-769/1163, 14-15=-1043/1783, 13-14=-1472/2532; 12-13=-75411325, 11-12=-754/1325 WEBS 2-17= 2289/1528, 2-16=-692/1154, 2-15=-174/598, 3-15=-77/274, 4715=-642/339, 4-14=-963/1868, 4-13=-1938/1218, 5-13=-222/310, 5-12=0/351, 5-11=-12221752, ' 7-11=-766/1294, 7-10� 1648/1216, 1-17=-826/1292 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=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)'0-2-12 to 5-2-12, Interior(1) 5-2-12 to 9-4-0, Exterior(2) 9-4-0 ,to 16-4-14, Interior(1) 16-4-14 to 28-8-0, Exterior(2) 28-8-0 to 35-5-12 zone; cantilever left and right -exposed ;C-C for members and forces & MWFRS for reactions shown; 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 nonconcurrent with any other live loads. 5); This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide, will fit between the bottom chord and any other members, with BCDL= 10.Opsf 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 18=714, 10=861. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. IN ••� i0. NO 68182 i O S OF '0�NA`!�� �1 �u1n11 Joaquin Velez PE No.68182 MITek USA, Inc: FL Ceit 6634 6904 Parke Easf.B)Vd. Tampa FL,33610 Dates June 312019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II4473 rev. 1010312015 BEFORE USE. - Design valid for use only with MTek®.connectors, This design Is based only upon parameters shown, and is for an Individual building component, not �* a,iruss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Cdterla, DSB-89 and BCSI Bueding Component 6904 Parke East Blvd.. Safety Infonnationavailable from Truss Plate Institute, 218 N. Lee Street -Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply ;Holland T17217374 507448 A9 Hip 1 1 Job Reference (optional) I IDDetIS LUMDer Company, calm bay, rL - 3291db, U.240 S may 13 2U19 MI I eK. industries, Inc. Mon Jun 3 06:25:07 2019 Page 1 IDAJulfJQ6adeTDZN2Z5RbxRzJSrO-s?7u1 KJELKPKEQryJ6uFO5lp2TBtJiw4CMAU?xzA4Dg 4-0-0 10-11-8 15-4-0 21-1%4 27-0-8 32-10-8 35-7-8 4-0.0 6-11-8 4-4-8 6-6-4 5-2-4 5.10.0 2-9-0 5x6 = 3x8 = 3x8 = 5x6 4x Scale=,1:62.9 3x6 11 6x8 // 12.00 F12 6x6 = 5x6 = 4x8 = 2x4 II 2-8-0 4-0-0 10.11-8 15-4.0 16-8-0 21-10-4 27-0.8 32-10.8 33-835.7.8 2-8-0 1-4-0 6-11-8 4-4.8 1-4-0 5-2-4 5.2-4 5.10.5 0- -0 2-7-0 Plate Offsets (X,Y)-- [3:0-3-0,0-2-41, [6:0-3-0,0-2-4], [12:0-3-0,0-3-0], [13:0-2-8,Edge], [17:0-2-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL . 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.11 14-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.23 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.16 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.16 14-15 >999 240 Weight: 309 Ito FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 `Except' BOT CHORD 1-18: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 18=1460/0-8-0, 10=1713/0-4-0 Max Horz 18=-194(LC 10) Max Uplift 18= 714(LC 12), 10=-861(LC 12) Max Grav 18=1545(LC 17), 10=1778(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2---672/458, 2-3=-1624/1133, 3-4=-1441/1160, 4-5=-1340/1087, 5-6=-801/725, 6-7=-919/683, 1-18=-1535/1019 BOT CHORD 16-17=-1102/1750, 15-16=-786/.1221,'14-15=-943/1637, 13-14=-1327/2292, 12-13=-718/1273, 11-12=-718/1273 WEBS 2-17=-2409/1577, 2-16= 693/1267, 2-15=-117/544, 3-15=-97/285, 4-15=-484/260, 4-14=-871/1634, 4-13=-1727/1085, 5-13=-161/267, 5-12=0/296, 5-1 1=-1012/637, 7-11=-722/1245, 7-1 0=- 1658/1282, 1-17=-871/1331 Structural wood sheathing directly applied or 2-11-10 oc puriins, except end verticals, and 2-0-0 oc purlins (4-6-15 max.): 3-6. Rigid ceiling directly applied or 5-1-3 oc bracing. 1 Row at midpt 2-17, 4-15, 4714, 4-13, 5-11, 6-11, 7-11, 7-10 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=6.Opsf; h=1511; B=52ft; L=50ft; eave=6ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 5-2-12, Interior(1) 5-2-12 to 10-11-8, Exterior(2) ,10-11-8 to 18-0-6, Interior(1) 18-0-6 to 27-0-8, Exterior(2) 27-0-8 to 34-1-6, Interior(1) 34-1-6 to 35-5-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; 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 nonconcurrent with any other live loads. 5),�`This truss has been designed for a live load.of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL'= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=714, 10=861. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0N • V F<F ��i G E N & 0 No 68182 13 ' S OF 44/ Z' • 14J# ,% 11111/1, Joaquin Velei PE N0.66182 MITek USA, Inc. FL Cert 6634 6904 Parke East.Blvd. Tampa R. 33610 Dates' June 3,2019 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. =3/2015 BEFORE.USE. Design valid for use only with MfTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to, prevent buckling of Individual truss web and/or chord members only. Additional temporaryand permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage." For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Criteria, DSB-89 and BCSI Bulding Component 6904 Parke East Blvd. Safety Infonnationavollable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply (Holland T17217375 507448 A10 Roof Special 1 :1 Job Reference (optional) I Wells Lumber company, F'aim 13ay, FL - 329U5, - 8.24U S may 13 2U19 MI I eK.InaustrleS, Inc. Man Jun 3 U6:24:44.2U19 rage 1 ID:4Jul fJQ6adeTDZN2Z5RbxRzJSrO-1 aFBCT1 o]FVazuaXSmzsbEru7CGIQDfhwH5nimzA4E1 4-0-0 11-2-0 13-4-8 , 16-8-0 23-0-0 29-1 35-7-B 4-0-0 7-2.0 2-2-8 3-3.8 6-4-0 6-0.8 6-7-0 Scale = 1:65.2 . 6x6 1 5.00 rl2 4xl 18 3x6 I 3 1 '5x6 = 4x4 = 3x8 = 5x6 = 3x6 = \ 13 -12 11 10 30 9 6x8 // 12 00 12 6x6 \ 5x6 = 4x8 = 3x6 11 29-0=8 33.0-0 . 35-7-8 2-8-0 '1-4-0' 9-4-8 1-11-8 '1-4.0' 6-4-0 6-0-8 3-11-8 2-7-8 Plate Offsets (X Y)-- [7:0-3-0 0-2-4] [12:0-3-0 0-3-0] [13:0-2-12,0-1-12] [17:0-2-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in .(loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.83: Vert(LL): -0.23 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC. 0.73 Vert(CT) -0.4715-16 >826 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.17 . 9, ' n/a n/a BCDL 10.0 Code, FBC2017/TP12014 Matrix -MS Wind(LL) 0.19 14 >999, 240 Weight: 296 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing. directly applied or 3-3-7 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals, and 2-0-0 oc purlins (4-0-12 max.): 4-7. 14-16: 2X4.SP SS BOT CHORD Rigid ceiling directly applied or 4-10-10 oc bracing. WEBS 2x4 SP No.2 *Except* WEBS 1 Row at micipt 2-17, 3-16, 5-13, 6-11, 7-11, 8-9, 8-11. 1-18: 2x6 SP No.2 REACTIONS. (lb/size) 18=1578/0-8-6, 9=1484/2-11-0, 10=111/0-3-8 Max Harz 18— 198(LC 10) Max Uplift 18=-779(LC 12), 9= 808(LC 12) Max Grav 18=1692(LC 17), 9=1599(LC 18), 10=160(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 737/485, 2-3-1441/1061, 3-4=-2079/1469, 4-5=-1967/1428, 5-6=-1723/1290, 6-7=.-1018/866, 7-8=-1147/820, 1-18=-1682/1081, 8-9=-1562/114B BOT CHORD 16-17=-1083/1981, 15-16=-943/1663, 14-15=-1137/2003, 13714=-1434/2358, 12-13=-970/1624, 11-12=-970/1624' ' WEBS 2=17=-2735/1582, 2-16=-854/1902, 3-16=-774/255, 3.15= 780/1467, 4-15=-993/836, 4-14=-205/258, 5-14=-799/1380, 5-13=-1689/1137, 6-12=0/363, 6-11=-1122/592, 1-17= 901/1470, 8-11= 827/1332 NOTES- T) Unbalanced roof live loads have been. considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. „11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 5-2-12, Interior(1) 5-2-12 to 11-2-0, Exterior(2) 11-2-0 to 13-4-8, Interior(1) 13-4-8 to 29-0-8, Exterior(2) 29-0-8 to 34=0-8, Interior(1) 34rO-8 to 35-5-12 zone; cantilever left and right exposed .;C-C for members and forces & MWFRS for reactions shown; 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 nonconcurrent with any other live loads. 5).*This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL. 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 18=77919=808. 7). Graphical purlin representation,does not depict the size or the orientation of the purlin along: the top and/or bottom chord. . PQU I N VFW 4,, t • No 681'82 ir= ' S OF: 14/ A Q. •'� �� ONAL Joaquin Velez PE No.68182.. MITekUSA, Inc. FL CM 6634 690415arke East Blvd. Tampa fL 33610 Dater June 312019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® conriectors, This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to. buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek' prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSIRPl1 Quality Cdlorlo, DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. . Safety Infonnatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312,-Alexandria, VA 22314. Tampa, FL 33610 . Job Truss Truss Type Oty Ply (Holland . T17217376 507448 All ROOF SPECIAL 1 -1 1, Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, d.z4u s May 10 ZU I U ivn I eK mcustnes, inc. mon uun J Ub:Z4;40 zu i u rage 1 I D AJul fJQ6ad6TDZN2Z5RbxRzJSrO-zyMyd922Ht1I DCkwaBOKgfwDt?weuAD_NbatnezA4E? 2-4-4 i 10-0-4 15-0-0 19-8-4. 26-4-4 _ 34-4-4 T-4-p 38-6-4_ 45-8-4 49-8-4 , 0- -4 7=8-0 4-11.12 4-8-4 6-6-0 8-0-0 -0- 3-2-0 7-2-0 4-0-0 244 Scale=.1:89.1 6x6 = 5x6 = 5x6 = 5.00 f 12 5x6 = 3x6 = 8 9 22 21 32 33 2u 19 34 18 Jo ii 6x8 /v 3x8 = 5X6 = 13 12 3x6 6x8 4x6 — 2x4 I 6x8 = = 3x6 = 12.00 12 �� 3x6 II 3x6 = 2-4-4 2-0-4 1 10-0-4 19-8-4 ,' 26-4-4 33-0-4 y4-4-4 38-6-4 45-8-4 A7-0-4' 49-8-4 2-0-4 7-8-0 9-8-0 6-8-0 6-8-0 1-4-0 4-2-0 7-2-0 1-4-0 2-8-0 0-4-0 Plate Offsets (X Y)-- [3:0-3-0,Edge], [5:0-3-0,0-2-4] [13:0-2-8,Edge],[ 16:0-5-4,0-3-01, [17:0-2-8,Edge] LOADING (psf) SPACING-. 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.22 19-21 >999 360 MT20 244/190 TCDL 1.5.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.39 19-21 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.21 12 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.25 16 >999 240 Weight: 353lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (2-11-8 max.): 5-8. WEBS 2x4 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 4-2-3 oc bracing. 11-12: 2x6 SP No.2 WEBS 1,Row at midpt 2-21, 4-21, 5-19, 5-18, 6-18, 6-17, 7-17, 8-15, 10-13 REACTIONS. (lb/size) 12=1663/0-8-0, 22=52/0-8-0, 21=2738/0-8-0 Max Harz 22=-346(LC 10) Max Uplift 12=-835(LC 12),'22=-285(LC 14), 21=-1574(LC 12) Max Grav 12=1664(LC 18), 22=98(LC 21), 21=2887(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except VOen shown. TOP CHORD 1-2=-14/259, 2-3=-682/1137, 3-4=-489/1055, 4-5= 1447/991, 5-6=-1843/1382, 6-7=-1861/1393, 7-6=-2188/1632, 8-9=-1735/1319, 9-10=-1816/1313, 10-11=-724/519, 11-12=-1652/1160 BOT CHORD 21-22=-553/296, 19-21=-520/827, 1.8-19=-766/1413, 17-18=-1142/1946, 16-17=-1968/3102, 15-16=-1306/2107,'14-15=-751/1138, 13-14=-1051/1638 WEBS 2-21=-987/979, 3-21=-563/502, 4-21= 2621/1560, 4-19=-452/1083, 5-19= 614/505, 5-18=-655/998, 6-18=-625/583, 7-17=-2117/1447; 7-16=-736/1313, 8-16=605/849, 8-15= 1285/909, 9-15=-631/937, 10-15=-229/674, 10-14=-655/1201, 10-13=-2447/1610, - ,�� 11-13=-944/1451 ,,%PQUIN NOTES- ��` ,� ••�G E N F�••, 1) Unbalanced roof live loads have been considered for this design. V 2� Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. . NO 68182o 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-4 to 4711-12, Interior(1) 4-11-12 to 19-8-4, Exterior(2) * �• 19-8-4 to 24-8-4, Interior(1) 24-8-4 to 38-6-4, Exterior(2) 38-6-4 to 43-6-4, Interior(1) 43-6-4 to 49-5-8 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; 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 nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 10' i0 ,d,\' •.<" P •� !�- will fit between the bottom chord and any other members, with BCDL = 10.Opsf. to bearing 100 lb uplift at joint(s) except Qt=lb) \ f; �.•• . ��. ��j StS • • • •' • •� �, 6) Provide mechanical connection (by others) of truss plate capable of withstanding 12=835, 22=285, 21=1574.BONA' 7) Graphical purlin representation does not depict;the size or the orientation of the purlin along the top. and/or bottom chord. Joguln Velez PE No.68182 MITek,USA, Inc.- FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 3,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not ��• - a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to, buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Quality Cdtorla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safoty Informatlonovallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Holland T17217377 507448 Al2 ROOF SPECIAL 1 .1 Job Reference (optional) I Ibbetm Lumber Company, Halm Flay, rL - 32905, 8.24U 6 May 13 2019 MI I ek Industries, Inc. Mon Jun 3 06:24:48 2019 Hage 1 IDAJul fJQ6adeTDZN2Z5RbxRzJSrO-vLUil r4JpU?OSW ulhc2ol46XvpbdMl RHrv3_gXzA4Dz 2-4-4 10-0-4 17-8-4 25-6-4 .' 33-0-4 33r4-4 38-6-4 46-0-12 48-4-12 49-8-4 0- -4 7-8-0 7-8-0 7-10-0 0 4 0 5-2-0 7-6-8 2.4.0 1.3.8 2-4-4 Scale = 1:90.8 5x6 = FWR MT9nHF — 7 23 22 21 34 20 16 5x6 // 3x10 = 14 13 4x6 — 2x4 11 6x6 5xl0 = 5x6 // 5X6 \\ 2x4 11 4x6 = = 5xfi = 4x10 = 12 00 12 7x8 11 3x6 I I 48-4-12 2-4-4 47-0-4 2-0-4 10-0-4 17-8-4 25-6-4 33-0-4 34-4.1 38-6-4 45-8-4 46�Or12 A9-8-4 2-0-4 7-B-0 7-8-0 7-10-0 7-6-0 1-4-0 4.2.0 7-2-0 0 4 8 1.4-8 1-3-8 0-4-0 0-11-8 Plate Offsets (X,Y)-- [3:0-4-0,0-3-41, [4:0-4-0,0-1-131, [6:0-4-0,0-1-13], [9:0-3-0,0-2-4], [14:0-2-8,Edge], [15:0-2-12,0-2-81, [18:0-2-8,Edge], [19:0-7-12,0-2-121, [2 1 :0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL): -0.16 20-21 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.33 18-20 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.11 13 n/a n/a BCDL 10.0 Code FBC2017/TP1201.4 Matrix -MS Wind(LL) 0.23 16-17 >999 240 Weight: 343lb FT=20% LUMBER - TOP 2x4SPNo.2'Except' -CHORD 3-4,4-6,7-8: 2x4 SP SS BOT,CHORD 2x4 SP No.2 WEBS 2x4 SP No.2, *Except* 10-13,6-18: 2x6 SP No.2 BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. (lb/size) 13=1691/0-8-0, 23=159/0-8-0, 22=2604/0-8-0 Max Horz 23=387(LC 12) Max Uplift 13=-855(LC 12), 23=-315(LC 12), 22=-1512(LC 12) Max Gram 13=1691(LC 1), 23=192(LC 21), 22=2604(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-583/877, 3-4=-1320/850, 4-5=-2034/1455, 5-6= 2562/1758, 6-7=-1818/1302, 7-8=-1859/1280, 8-9=-1021/692, 11-13=-1661/1105 BOT CHORD 22-23=-622/278, 21-22=-736/235, 20-21=-865/1284, 18-20=-226/296, 17-19=-1615/2403, 16-17=-1740/2585, 15-16=-6B4/1063, 12-15=-226/393, 11-12= 224/402 WEBS 2-22= 765/804, 3-22=-2455/1667, 3-21=-1133/2003, 4-21=-866/711, 4-20=-778/1234, 5-20— 1015/834, 5-1.9=-419/666, 6-16=-1440/1044, 7-16==482/857, 8-16— 426/729, - 8-15=-1478/1123, 9-11=-1555/1015, 9-15=-1105/1709,.19-20— 1191/1809 Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-7-9 max.): 4-6, 8-9. Rigid ceiling directly applied or 4-4-7.oc bracing. 1 Row at midpt 3-21 4-20, 6-16, 19-20 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=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. .II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-4 to 4-11-12, Interior(1) 4-11-12 to 17-8-4, Exterior(2) 17-8-4 to 22-8-4, Interior(1) 22-8-4 to 38-6-4, Exterior(2) 38-6-4 to 43-6-4, Interior(1) 43-6-4 to 48-4-12, Exterior(2) 48-4-12 to 49-5-8 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reaction_ s shown; Lumber DOL=1.60 plate grip DOL=1.60 3;,,provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of Truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=855, 23=315,.22=1512. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. m co NO PQkJIN No 68162 i '53. ST OF ��/ I11Ifil Joaquin Veld PE No.68182 MITek.USA, Inc.. FL Cert 6634 6904�Parke East Blvd: Tampa. FL,33610 Dater June 3,2019 Job Truss Truss Type Qty Ply. Holland T17217378 507448 A13 ROOF SPECIAL 1 1 Job Reference (optional) 1100ellS LUmoer Company, Yalm bay, t-L - 3Z9Ub, 6.24U S May -13 2U19 MI I eK industries, Inc. Mon Jun 3 06:24:49 2019 Page 1 ID:4JulfJQ6adeTDZN2Z5RbxRzJSrO-NX24FB5xao7t4frUFKZ111Yk2D7Z5U1Q3ZpXNzzA4Dy 2-4-4 10-0.4 15-8-4 23-6-4 31-4-4 34-4.4 38-6-4 - 44-0.12 46-4-12 .49-8-4 0- -4 7-8-0 5-8-0 72 7-10-0 3-0-0 4-2-0 5-6-8 2-4-0 3-3-8 2-4-4 5x12 = 7 36 Scale = 1:89.1 II cp c N r` co I 26 25 24 37 23 21 19 4x8 = 4x6 = 14 13 2x4 11 6x6 = 5x6 = WO= 2x4 11 12.00 12 4x6 = 4x6 = 2x4 11 3x6 II 2-4-4 34-4-4 47-0-4 2-0-4 , 10-0-4 15-8-4 23-6-4 31.4-4 33-0-4 38-6-4 44-0-12 45-8-4 49-8-4 2-0-4 7-8-0 5-8-0 7-10-0 7-10-0 1-8-0 1-4-0 4-2-0 5-6-8 1-7-8 1-4-0 2-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.16 17-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.38 17-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.10 13 � n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.28 17-18 >999 240 Weight;339lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except TOP CHORD 4-6,6-7: 2x4 SP SS BOT CHORD 2x4 SP No.2 `Except BOT CHORD 11-22: 2x4 SP SS WEBS WEBS 2x4 SP No.2'Except 10-13: 2x6 SP No.2 REACTIONS. (lb/size) 13=1663/0-8-0, 26=18/0-8-0, 25=2773/0-8-0 Max Horz 26=387(LC 12) Max Uplift 13=-842(LC 12), 26= 300(LC 14), 25=-1588(LC 12) Max Grav 13=1663(LC 1), 26=58(LC 21), 25=2773(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TORCHORD 2-3=-739/1152,.3-4=-859/5801 4-5=-2014/1418,.5-6=-2890/1918, 6-7=71817/1284, 7-8=-1787/1277, 8-9=-1331/978, 11-13=-1626/1131 BOT CHORD 25-26= 632/304, 24-25=-1021/443, 23-24=-635/902, 21-23=-309/349119-21=-287/313, _. 18-19= 351/378, 20-22=-1615/2579, 18-20=-1635/2608, 17-18=-1903/2893, 16-17=-836/1301, 15-16=-515/783, 12-15=-548/785, 11-12=549/788 WEBS 2-26= 93/269, 2-25=-1057/964,.3-25=-2582/1712, 3-24=-1171/2092, 4-24=-1176/870, 4-23=-1036/1654, 5-23=-1189/935, 22-23=-1100/1730, 21-22=0/306, 6-22=-190/308, 8-16= 1241/927, 5-22= 612/1024, 7-17=-501/855, 6-17=-1620/1100, 8-17=-265/497, 19-20= 258/182, 9-11=-1656/1086, 9-16=-894/1425 Structural wood sheathing directly applied or 3-8-8 oc purlins, except end verticals, and 2-0-0 oc purlins (3-2-11 max.): 4-6, 8-9. Rigid ceiling directly applied or 4-8-11 0o bracing. 1 Row at micipt 2-25, 4-23, 22-23, 6-17, 9-11 MATES- 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=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-G Exterior(2) -0-0-4 to 4-11-12, Interior(1) 4-11-12 to 15-8-4, Exterior(2) 15-8-4 to 20-8-4, Interior(1) 20-8-4 to 38-6-4, Exterior(2) 38-6-4 to 43-6-4, Interior(1) 43-6-4 to 46-4-12, Exterior(2) 46-4-12 to 49-5-8 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber ' DOL=1.60.plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. . 4) All plates are 5x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. j 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb, uplift at joint(s) except (jt=lb) 13=842,26=300,25=1588. 8) Graphical purlin representation does hot depict the size or the orientation of the purlin along the. top and/or bottom chord. �`1111111l/JJJ�I I N VF< O •...r• F�!� '4I . `DENS• No 68182 �'.• S Of: /O N A' Joaquin Velez PENo.68182 MITek USA, Inc: FL Cert 6634 6904 Parke 60 61v..d Tampa FL,33616 Date:, June 3,2019 Q.WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® donnectors. This design Is based only upon parameters shown, and Is for an Individual building component, not. a truss system. Before use, the building designer must verify the applicabllity-of design parameters and properly incorporate this design Into the overall ' - building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I� Wek'- Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Quality Cdtedo, DSB49 and SCSI Building Component 6904 Parke East Blvd. 'Tampa, Safety Infonnationovoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312;-Alexandria, VA 22314. - - FL 33610 Job Truss Truss Type City Ply Holland T17217379 507448 A14 ROOF SPECIAL 1 1 Job Reference (optional) I IUUCLLD LUIIIUCI wu iPai ry, rann oay, rL - ocaaa, o.44u s iviay i 3 eu t u Nil I eK mouslne9, inc. Man dun J ub:Z4:bT 2u19 rage T ID:4Jul fJQ6adeTDZN2Z5RbxRzJSrO-KwArgs6B6PObJzdtNkbVNje3cOb2ZOdjXtleRSzA4DW 2-4-4 . i 6-0-4 13-8-4 21-6-4 29-4-4 33-0-4 36-8-4 40-4-4 p2-0-12 44-4-12 45-8-4 49-B-4 0-0-4 5-8-0 5-8-0 r 7-10-0 7-10-0 3-8-0 3-8-0 3-B-0 1-8-8 2-4-0. 1.3-8 4-0-0 2-4-4 6x6 5.00 F12 4 3x6 % 3 3 32 4x8 2 31 m 1 27 26 25 37 4x6 = 3x6 11 5x6 = Scale = 1:89.2 8 9 4x6 10 11 2x4 11 6x8 = 7 3x4 11 5 36 12 3435 d, CV t0 13 9 a 20 9 18 39 5x8 // 40 41 17 24 38 23 21 . 4k�,oa 12 5xB = 43 16 15 6x8 MT20HS = 4x10 = 6x8 = _ 4x10 = 2x4 11 3x6 11 2-4-4 i 2-0-4 8-0-4 13-8-4 21-6-4 29-4-4 33-0-4 24-4.4 36-8-4 42-0-12 45-8-4 p7-0.4 49-8-4 2-0-4 5-8-0 5-B-0 7-10-0 7-10-0 3-8-0 1-4-0 2-4-0 5-4-8 3-7-8 1-4-0 2-8-0 0-4-0 Plate Offsets (X,Y)-- [4:0-3-0,0-2-9], [6:0-2-12,0-2-8], [8:0-3-0,0-2-4], [9:0-3-0,0-2-4], [10:0-3-0,Edge], 111:0-3-0,0-2-4], [16:0-2-8,Edge], [2 1 :0-2-8, Edge], [22:0-2-8, 0-1 -12], [23:0-3-8,0-2-01,[24:0-4-0,0-3-41,[25:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.29 23-24 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25, BC 0.98 Vert(CT) -0.69 23-24 .>818 240 MT20HS 187/143. BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.23 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.48 23-24 >999 240 Weight: 363lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-6: 2x6 SP No.2 ' BOT CHORD 2x4 SP No.2 *Except* 13-22,21-24: 2x4 SP SS WEBS 2x4 SP No.2 *Except* 12-15: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing, directly applied or 2-4-15 oc purlins, except end verticals, and 2-0-0 cc purlins (3-0-13 max.): 4-6, 8-9, 10-11. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 1 Row at midpt 4-24, 6-24, 7-21, 619, 2-26, 11-13, 7-19 REACTIONS. (lb/size) 15=2114/0-8-0, 27=2339/0-8-0 Max Harz 27=387(LC 12) Max Uplift 15= 1072(LC 12), 27=-1250(LC 12) Max Grav 15=2147(LC 17), 27=2377(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=- 3589/2129, 3-4=-3668/2290, 4-5=-4409/2875, 5-6=-4409/2875, 6-7=-4229/2772, 7-8=-3065/2119, 8-9=-2779/2011, 9-10=-2192/1581, 10-1 1=-2045/1461 , 13-15=-2091/1443,12-13=-249/281 BOT CHORD 26-27=-329/403, 25-26=-2332/3427, 24-25= 2288/3439, 23-24= 2881/4472, 21-23=-494/711, 20-21=-573/830, 20-22=-2157/3353, 19-20— 2585/3970, 18-19=-1397/2187, 17-18=-953/1465, 14-17=-985/1511, 13-14=-985/1519 . WEBS 2-27=-2269/1639, 4-24= 873/1410, 5-24=-712/680, 6-23=-1344/1062, 6-22= 760/481, 21-22= 512/379, 7-22=-1145/1945, 8-19=-529/909,-9-19=-933/1413, 9-18=-675/458, 10-18=-876/673, 3-26=-506/454, 2-26=-2036/3147, 11-18— 1063/1794, 11-13=-2338/1550, . 7-19=-2130/1431, 22-23=-2553/4031 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=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-4 to 4-11-1.2, Interior(1) 4-11-12 to 13-8-4, Exterior(2) 13-8-4 to 18-8-4, Inte-dor(1) 18-8-4 to 36-8-4, Exterior(2) 36-8-4 to 42-0.12, Interior(1) 42-0-12 to 44-4-12, Extedor(2) 44-4-12 to 49-5-8 zone; cantilever left'and right exposed ;C-C for members and forces & MWFRS"for reactions shown; Lumber DOL=1..60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 5x8 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed. for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall -by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) -of truss to bearing plate capable of withstanding 1.00 lb uplift at joint(s) except at=lb) 15=1072, 27=1250.- ,,%S%PQU IN ......• `% 'S DENS No 68'182 do ?�•' S OF • pRkO. '♦�� ON.i Joaquin Velez PE No.68162 MITek;USA, Inc. FL Cert 6634 6904•Parke East.elvd. Tampa FL,3361d Date" June 3,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters,shown; and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality CrBodo, DSB-89 and SCSI Bu9ding Component 6904 Parke East Blvd. Safety Infarmaflonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223.14. Tarhpa, FL 33610 Job Truss Truss Type oty Ply Holland T17217380 507448 A15 ROOF SPECIAL 1 1 Job Reference (optional) i iuucua L 11UCr l uinpdr.ry, rdlrll Ddy, rL - OeUUD, a.z4U s May I:S zUle IV11 I eK.rnausines, Inc. ivion Jun .1 ub:z4:oz zuiu rage 1 ID:4Jul fJQ6adeTDZN2Z5RbxRzJSrO-o6jDtC7ptjW Sx7B3wS7kvwAEGQw7lrmsmXl CzIzA4Dv 7-0-0 11-8-4 19-6-4 27-4-4 34-8-4 39-8-4 44-8-4 49-8-4 0- -4 7.0-0 4'- 4 7-10-0 7-10-0 7-4-05-0-0 Scale = 1:86.0 5x8 = 3x6 = 5x6 = 17 16 15 14 13 zb zb 12 11 46 = 6x6 = 6x6 = 6xl2 MT20HS= 2x4 II . 6xl2 MT20HS= 5x8 = 3x6 11 2-4-4 r 2-0-4 , 11-8-4 19-6-4 27-4-4 34-6-4 44-6-4 49-8-4 2-0-4 9-4-0 7-10-0 i 7.10-0 7-4.0 10-0-0 5-0-0 0-4-0 Plate Offsets (X,Y)-- [4:0-3-0,0-2-9], [6:0-2-12,0-3-8], [7:0-4-0,0-1-13] [9:0-3-0,0-2-4], [16:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.38 12-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL. 1.25 BC . 1.00 Vert(CT) -0.78 14-15- >729 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 6.97 Horz(CT) 0.21 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.54 14-15 >999 240 Weight. 315lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 4-6: 2x6 SP No.2, 6-7: 2x4 SP SS 2-0-0 oc purlins (2-10-2 max.): 4-6, 7-9. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid,ceiling directly applied or 2-2-0 oc bracing. 11-13,13-15: 2x4 SP SS WEBS 1 Row at. midpt 4-151 6-15, 6-13, 8-13, 8-12, 3-17, 10-12 WEBS 2x4 SP No.2 *Except` 10-11: 2x6 SP No.2 REACTIONS. (lb/size) 17=2339/0-8-0, 11=2114/0-8-0 Max Harz 17=387(LC 12) Max Uplift 17=-1250(LC 12), 11=-1072(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-316/0, 3-4=-3542/2305, 4-5=-4828/3214, 5-6=-4828/3214, 6-7=-3098/2084, 7-8= 2790/2043, 8-9=-1134/949, 9-1 0=-1 298/932, 10-11= 2095/1517 BOT CHORD 1-17=0/293, 16-17=-2234/3059, 15-16=-2298/3298, 14-15=-3452/5104, 13-14=-3450/5107, 12-13=-1419/2089 WEBS 3-16— 109/430, 4-15=-1174/1902, 5-15= 696/660, 6-15= 337/191, 6-14=0/266, 6-13=-2810/1931, 7-13=-333/741, 8-13=-797/1352, 8-12=-1716/1221, 3-17=-3378/2415, �1111111/)II 2-17— 348/490, 10-12— 1205/1903 NOTES- ' 1) Unbalanced roof live loads have been considered for this design. `,,�OPQUIN• , .•�\ C E ti S'4$ 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. `��, .II; Ekp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-4 to 4-11-12, Interior(1) 4-11-12 to 11-8-4, Exterior(2) NO 68182 ► •� 11-8-4 to 16-8-4, Interior(1) 16-8-4 to 34-8-4, Exterior(2) 34-8-4 to 39-8-4,"Interior(1) 39-8.4 to 44-8-4, Exterior(2) 44-8-4 to 49-5-8 * zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 .� .� 3,) Provide adequate drainage to prevent water ponding. :• S O F 4) All plates are MT20 plates unless otherwise indicated. .'��� O -5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: ' ii. �• �` ��> E O P•'' 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �' • R k N_� •' will fit between the bottom "chord and any other members, with BCDL = 10.Opsf. ��� tSs • • • G�� 1� 7) Provide0 mechanical al connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) ��j1 ON A17=; 125m1 2. 8) Graphical purlin•representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Velez'PE No,68182 MITek USA, Inc. FCCert 6634 6904 Parke East Blvd. Tampa FL 33610 Dater June 3;2019 0' YVARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473-rev. 1010312015 BEFORE USE. Design valid for use only with Mifek® connectors. This design is based only upon parameters shown, and is for an,individual building component, not -. a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p IyIITeK• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPl1 Quality Criteria, DSB-89 and SCSI Bueding Component 6904 Parke: East Blvd. Safety Infotmatlotlovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 33610 - Job Truss Truss Type Qty Ply Holland T17217381 507448 A16 ROOF SPECIAL 1 1 Job Reference o tional I IDDetIS Lumber uompany, calm bay, rL - JZ&Ub, tl.Z4U s may J ZUl u MI I ex mausines, mc. mart -Jun J ub:Z4:bJ Zul a rage i I D AJu1 fJQ6adeTDZN2Z5RbxRzJSr01G I Hb5YBReOeJYHmGU9ezS8j PIgHO1 Jm0_Bni W kzA4Du 7-0=4 17-6-4 25-4-4 .IT-4 39-8-4 46-8-4 49-8-4 0- -4 7-0-0 2-8-4 7-10-0 - 7-10-0 7-d-0 7-0-0 7x8 = 2x4 1I Scale=.1:86.0 5x6 = 5x8 18 17 16 15 14 29 13 �U 12 11 46 = 6x6 = 3x6 = 6xl2 MT20HS= 2x4 11 6x8 MT20HS= 6x8 = 5x6 = 3x6 11 2- 4-4 i 2-0-4 9-8-4 17-6-4 25-4-4 218-4 + 39-B-4 46-8-4 49-8-4 2-0-4 7-4-0 7-10-0 7-10-0 7-4-0 7-0-0 7-0-0 3-0-0 Plate Offsets (X,Y)-- [4:0-6-4,0-3-0], [6:0-2-8,0-3-8], [7:0-4-0,0-1-13], [9:0-3-0,0-2-41, [14:0-3-4 Edge] LOADING (psf) SPACING-. 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES. GRIP TCLL - MO Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.43 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL . 1.25 BC 0.95 Vert(CT) -1.01 15-16 >561 240 MT20HS 187/143 BCLL 0.0 '' Rep Stress [nor YES WB 0.92 Horz(CT) 0.24 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.72 15-16 >785 240 Weight 321 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except*. TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, 4-6,6-7: 2x6 SP No.2 except end verticals; and 2-0-0 oc purlins (2-2-0 max.): 4-6, 7-9. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid.ceiling directly applied or•2-2-0 oc bracing. 14-16: 2x4 SP SS WEBS 1 Row at midpt 4-16, 6-16, 7-13, 9-13, 9-12, 3-18 WEBS 2x4 SP No.2 *Except* 2 Rows at 1/3 pts 6-14 10-11: 2x6 SP No.2 REACTIONS. (lb/size) 18=2339/0-8-0, 11=2114/0-8-0 Max Harz 18=387(LC 12) Max Uplift: 18==1250(LC 12), 11=-1072(LC 12) Max Grav 18=2339(LC 1), 11=2120(LC 17) FORCES.. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-264/25, 3-4=-3475/2261, 4-5=-5492/3563, 5-6=-5489/3559, 6-7= 3722/2383, 7-8=-2375/1684,, 8-9=-2375/1684, 9-10=-860/604, 10-11— 2132/1467 BOT CHORD 17-18= 2217/3012, 16-17=-2303/3263,:15-16=-4159/6278, 14-15=-4155/6282, 13-14=-2171 /3317, _ 12-13=-535/813 WEBS. 3-17=-179/467, 4-16=-1599/2596, 5-16=-669/646; 6-16=-890/494, 6-15=0/287, 111� ll 6-14=-3361/2237, 7-14=-1035/1888, 7-13=-1319/855, 8-13=-558/548, 9-13=-1486/2264, 18= 3389/2286, 2-18=-396/505, 10-12=-1250/1935 ,���� 9-12=-1605/1225, 3 C:C� � ��,`,,OPaC, E NOTES- N� �� S4�' ♦0: 1) Unbalanced roof live loads have been considered for this design. ,�. • 2y Wind: ASCE 7-10; Vult=160mph (8-second.gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. No. 681'82 0 •; 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-4 to 4-11-12, Interior(1) 4-11-12 to 9-8-4, Exterior(2) 9-8-4 Z * to 14-8-4, Interior(1) 14,8.4,to 32-8-4, Exterior(2) 32-8-4 to 37-8-4, Interior(1)'37-8-4 to 46-8-4, Exterior(2) 46-8-4 to 49-5-8 zone; * _ cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip COOL=1,60 _ 9 S OF .• �[/ .` . 3) Provide adequate drainage to prevent water ponding. MT20 indicated. 4) All plates are plates unless otherwise t♦ T Q' 5) This truss has'been designed for a 10.0 psf bottom chord live load nonconclirrent with any other live loads. *This by 2,0-0 ' ♦♦: t7 R o, sS 6) truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall wide ♦j ` ��� N fit the bottom chord d any other mechan tto Bate joints �O l bearingigh cal con ectlon (ween 7 Prll ovid by others truss capable of 100 lb uplift at except t-Ib (Y. )P P 9 P 1 O P il- ) .. 1�,,`, 18=1250, 11 =1 O72. Joaquin Velez PE No.68182 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MITek USA, Inc. FL Cert 6634 - 69t14 Nike East Blvd. Tampa. FL 33610 . :Date: . Jun e 3;2019 A:WARNING - Verify design. parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE, - Design valid for use only with MRekO connectors. This design Is based only upon parameters. shown, and Is for an Individual building component, not a Truss system. Before use, the build!66 designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is tobuckling of individual truss web and/or chord members'only. Additional temporary and permanent bracing WOW - prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ' fabrication, storage, delivery, erection and bracing of trusses and truss'sysfems, seeANSVVI1 Quality Cdteda,.DSB.89 and SCSI Building Component 6904 Parke, East. Blvd., Safety Informationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL ;33610 Job Truss Truss Type Qty Ply Holland T17217382 507448 A17 ROOF SPECIAL 1 1 Job Reference (optional) r rooms Lumuer company, raim bay, rL - 3ZeUa, . b.z4u s may 1 s zul9 mi i eK inauslnes, inc. man uun 3 ub:z4:b4 zu19 rage 1 ID:4Ju1 fJQ6adeTDZN2Z5RbxRzJSrO-kVrziu94PKmAARLS2t9C?LGbuEdOmmw9DrW 12BzA4Dt 2-4-4 .. 7-8-4 15-6-4 23-4-4 30-B-4 36-8-4 42-8-4 48-8-4-. 9-8- 0- -4 5-4-0 7-10-0 7-10-0 7-4-0 6-0-0 6-0-0 6-0-0 1-0-0 2-4-4 Scale = 1:86.0 7x8 - 2x4 II 4x6 18 17 16 15 14 J1 13 a2 12 as 46 = 3x6 11 5x6 = 6x14 MT20HS = 6x12 MT20HS = 4x10 = 5x8 = .5x6 = 2-4-4 i 2-0-4 7-8-4 15-6-4 23-4-4 30-8-4 36-8-4 42-8-4 .49-8-4 2-0-4 5-4-0 7.10-0 7-10-0 7-4-0 6-0-0 6-0-0 7-0-0 11 34 6x6 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud . PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.60 15-16 >940 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.37 15-16 >413 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr , YES WB 0.93 Horz(CT) 0.24 11 n/a n/a BCDL 10.0 Code FBC2017ffP12014 Matrix -MS Wind(LL) 0.99 15-16 >572 240 Weight: 314lb FT=20% LUMBER= BRACING - TOP -CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc purlins, 3-5,5-6: 2x6 SP No.2 except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 3-5, 6-9. BOT CHORD 2x4 SP No.2 'Except BOT CHORD Rigid,ceiling directly applied or 2=2-0 oc bracing. 13-15,15-16: 2x4 SP SS WEBS 1 Row at midpt 3-16; 5-16, 6713, 8-13, 8-12, 9-12, 9-11 WEBS 2x4 SP No.2 *Except 2 Rows at 1/3 pts 5-14 10-11: 2x6 SP No.2 REACTIONS. (lb/size) 18=2339/0-8-0, 11=2114/0-8-0 Max Harz 18=387(LC 12) Max Uplift 18=-1250(LC 12), 11=-1072(LC 12) Max Grav 18=2339(LC 1), 11=2179(LC 17) FORCES. (lb) - Max. Comp./Max. Ten.-- All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3359/2065, 3-4=-6380/4033, 4-5=-6377/4030, 5-6=-4299/2691, 6-7=-3186/2113, 7-8=-3186/2113, 8-9=-2023/1344 BOT CHORD 17-18=-403/247, 16-17=-2251/3090, 15-16=-5089f7743, 14-15= 5084/7749, 13-14=-2552/3871, 12-13=-1312/2016, 11-12=-188/270 WEBS 2-18=-2237/1653, 2-17=-1876/3080, 3-17=-482/466, 3-16=-2187/3604, 4-16=-672/642,5-16=-1547/88 7-13=-434/.43458135-10119/61 9148-12331675/.27249-12=81634253939-100520811/1491 `,OP(,1UIN:I/�� NOTES `�� , ..•'�G E IV 1) Unbalanced roof live loads have been considered for this design. - �• • 'i 21 Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;:TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. NO 68182 II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-4 to 4-11-12, Interior(1) 4-11-12 to 7-8-4, Exterior(2),7-8-4 to:12-8-4, Interior(1).12-8-4 to 30-8-4, Extedor(2) 30-8-4 to 35-8-4, Interior(1) 35-8-4 to 48-8-4, Exterior(2) 48-8-4 to 49-5-8 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip' ► 3 P Provide adequate drainage to prevent water • ponding. O ST OF : Z'; % 4) All plates are MT20,plates unless otherwise indicated. i� �•�` T'. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /�: • �- 0 R 6) 'This truss has been designed for a live load of 20.0psf on the bottom chord'ifl all areas where a rectangle 3-6-0 tall by 2-0-0 wide �,j sl7 • • • • • • ` �>`` her tween, the bottom cho bers, 7) Providwill fite mechanical connection (by othe s)and anytfotru s t�o bear nlg platth e capable off withstanding 100 lb uplift at joint(s) except at=lb) , NA ' 0 % .. 18=1250, 11=1072. Joaquin Velez PENo.68182 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Mfrek USA, III FL Cert 6634 6984 Parke Easf Blvd. Tampa FL 336i0= Dater June 3,2019 - - 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103/201 SBEFORE USE. - Design valid for use only with M7i ek® connectors. This design is based only upon parameters shown, and Is for an individual building'comppnent, not a truss system. Before use, the, building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage; delivery, erection and bracing of trusses and truss systems, seeANSVIPII Qualify Cdferla, DSB-89 and'BCSI BuOding Component 6904 Parke East Blvd. - Safety Informafbnavallable from Truss Plate Institute, 218-N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 'Holland T17217383 507448 A18 ROOF SPECIAL GIRDER 1 2 Job Reference option 1 I ibbetts Lumber.Uompany, - Flalm t3ay, FL - 329U5, 8.24U s May 13 2ul9 Mi I ek.industries, Inc. Mon Jun 3 06:24:57 2019 Page 1 IDAJu.lfJQ6adeTDZN2Z5RbxRzJSrO-84X6wwByiFBk1 u4lj?iv6_uAaRIFz9ibvplzMzA4Dq 2-4-4 5-8-4 10-10-5 16-2.3 21-4-4 28-8-4 35-5-13 42-5-3 49-8-4 0- 4 3-4-0 5-2-1 5-3-13 5-2-1 7-4-0 6-9-9 6-11-5 7-3-1 2-4-4 Scale = 1:85.7 7x8 = 4x8 = 7x8 = 5x6 = 19 18 31 32 17 33 34 16 35 36 15 14 13 12 11 4x6 — 4x4. 4x12 — 8x12 MT20HS— Bxl2 MT20HS= 6x8 = 7x8 = 4x10 = 3x8 II 3x10 11 244 2-0-4 5.8-4 10-10.5 16-2-3 21-4-4 28-8-4 35-5-13 42-5-3 i 49.8-4_ __� 2-0-4 3-4-0 5-2-1 5-3-13 5-2-1 7-4-0 6-9-9 6-11-5 7-3-1 040 Plate Offsets (X,1)-- [3:0-4-0,0-2-21, [6:0-5-8,0-4-41, [7:0-4-0,0-3-131, [9:0-4-0,0-4-81, [13:0-4-0,0-4-81, [.14:0-2-12,0-2=41, [15:0-6-0,0-4-81, [16:0-6-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.48 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -1.06 15-16 >533 240, MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO, WB 0.80 Horz(CT) 0.12 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.83 15-16 >681 240 Weight: 702 lb FT = 20 LUMBER - TOP CHORD 2x6 SP No.2 *Except* 1-3: 2x4 SP No.2 BOT CHORD 2x6 SP DSS.*Except* 11-13: 2x6 SP No.2 WEBS 2x4 SP No.2 *Except' 10-11: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, except end verticals, and 2-0-0 oc purlins (4-0-1 max.): 3-6, 7-10. BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. WEBS 1 Row at midpt 6-14 REACTIONS. (lb/size) 11=2343/0-8-0, 19=2657/0-8-0 Max Harz 19=350(LC 8) Max Uplift 11=-1247(LC 8), 19=-1850(LC 8) Max Grav 11=2343(LC 1.), 19=3056(LC36) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-298/120, 2-3=-4156/2280,'3-4=-8674/4745, 4-5=-8671/4742, 5-6=-13389/7184, 6-7=-6148/324.9, 7-8=-5650/3093, 8-9=-2737/1468, 9-10=-2737/1468, 10-11=-2270/1275 BOT CHORD 1-19=-91/287, 18-19=-331/366, 17-18==2370/3927, 16-17=-6998/12514, 15-16=-6998/12514, 14-15=-7383/13447, 13-14=-2471/4533, 12-13=-2471/4533 WEBS 2-19=-2788/1658, 2-18=-2105/3704, 3-18=-982/550, 3-17=-2824/5274, 4-17=-563/436, 5-17=-4390/2238, 5-16=-387/85615-15=-1386/1739, 6-15=-779/806, 6-14=-8159/4480, 7-14=-822/1790, 8-14=-790/1465, 8-12=-2294/1265, 9-12=-522/438, 10-12=-1817/3386 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords conriected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2..rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at.0-9-0 oc. 2).All loads are considered equally applied to all plies; except if noted as front (F) or back .(B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second:gust) Vasd=124mptf, TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. -II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left -and right exposed Lumber DOL=1.60 plate grip. DOL=1:60 5) Provide adequate drainage to prevent water pondirig. 6), All plates are MT20 plates unless otherwise indicated: 7) This truss has been designed fora 10.0 psf bottom chord live load, nonconcurrent with any other live loads. 8) * This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) ., . 11=1247, 19=1850. 10) Graphical purlin representation does not -depict the size orf the orientation of the puffin along the top and/or bottom chord. POU IN VFW ii E N No 68182 • •'.� .` '0 ' 8 OF �/ I���I ►1.� LI If�t+t+� Joa4uln Velez PE No.68182 MITek USA, Inc: R Ceit 6k34 6904 Parke East Blvd: TampaFL 33610 Dater June 3,2019 Q .WARNING -Verify design parameters and READ NOTES ON THIS AND -INCLUDED MITEK REFERANCE PAGE 1§II-7473 rev. 1010312015 BEFORE USE. '•- Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not - �� o'truss system. Before use, the. building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall building design. Bracing indicated Isto of individual truss web and/or chord members only. Additional temporary and permanent bracing MT W p MOW _ prevent.buckling Is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the -- . . : fabrication, storage; delivery, erectiomand bracing of trusses and truss systems, seeANSVTPII Qualify Criteria, DSB49 and BCSI Building Component - 6904 Parke East Blvd. ' • Safety Infonnationovoilable from Truss Plate Institute, 218 N. Lee Street -Suite 312, Alexandria, VA 22314. - .. Tampa, FL 33610 - - Job Truss Truss Type Qty Ply Holland T17217383 507448 A18 ROOF SPECIAL GIRDER 1 - 2 Job Reference (optional) t IDoeUS.LUmoer Company, calm Cay, rL - JZ`JUb, t3.Z4U s may 16 ZU1 V MI I ex.InousineS, Inc. Mon Jun J Ub:Z4:b1 zu1 a rage z IDAJu1 fJQ6adeTDZN2Z5RbxRzJSrO-84X6wwByiFBk1 u41j?ivc_uAaRIFz9ibvplzfWzA4Dq NOTES- 11) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 408 Ib down and 283 Ib up at 5-8-4, 143 Ib down and 88 Ib up at 7-9-0, 143 Ib down and 88 Ib up at 9-9-0, 143 Ib down and 88 Ib up at 11-9-0, and 143 Ib down and 88 Ib up at 13-9-0, and 143 ib down and 88 Ib up at 15-7-0 on top chord, and 141 Ib down and 237 Ib up at 5-8-4, 23 Ib down and 8 Ib up at 7-9-0, 23 Ib down and 8 Ib up at 9-9-0, 23 Ib down and 8 lb up at 11-9-0, 23 lb down and 8 lb up at 13-9-0, and 23 Ib down and 8 Ib up at 15-7-0, and 768 Ib down and 455 Ib up at 17-6-12 on bottom chord. The design/selection of such connection device(s) is, the responsibility of others. LOAD CASE(S) Standard 1). Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 3-6=-70, 6-7=-70, 7-10=-70, 1-11=-20 Concentrated Loads (lb) -Vert: 3=46(B) 18=146(8) 22=-3(B) 23=-3(B) 24=-3(B) 25= 3(B) 27= 3(B) 31=8(B) 32=8(B) 33=8(B) 34=8(B) 35=8(B) 36=768(B) 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This .design is bdsed only upon parameters shown, and is for an Individual bull'ding component, not -�• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall . building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVMII Quality Cdlefkl, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infomlctlonavallabie from Truss Plate Iristitute, 218 N. Lee Street. Suite 312, Alexandria, VA-22314. Tampa,.FL 33610 Job Truss Truss Type Qty Ply Holland T17217384 507448 B1 HALF HIP GIRDER 1 2 Job Reference o tional 11-US LUI1I 1 uuulpal ly, rann Day, rL - JGVUO, 6.Z4U S May 10 eU I e MI I eK.InUUS1rleS, Inc. Mon Jun J uo:zn:1 u zU I `J rage 1 I D:4Jul fJQ6adeTDZN2Z5RbxRzJSrO-GapOfM L6eFnu5uaX_ERyejwSHg9AW 6qW vKP9cFzA4Dd 7-0.4 13-7-0 20-3-8 27.0-0 34-0-4 0-6-4 7.0-4 6.6-12 6.8-8 6-8-8 7-0.4 Scale = 1:57.6 5.00 Ft2 co 0 6x6 = 2x4 11 7x8 = 2x4 11 4x6 = JU 01 Jz dJ J4 35 dd 31 J6 - 39 4U 41 - 3x4 — 2x4 II 4x4 = 5x8 = 5x6 = 4x10 3x6 II 2-0-4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.29 10-11 >999 240 TCDL 15.0 Lumber DOL. 1.25 BC 0.68 Vert(CT) -0.34 10-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(CT) 0.07 8 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix -MS LUMBER BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 1-3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 *Except* 7-8: 2x6 SP No.2 REACTIONS. (lb/size) 8=1916/0-8-0, 13=1989/0-8-0 Max Harz 13=186(LC 8) Max Uplift 8=-1235(LC 8), 13=-1444(LC 8) Max Grav 8=2214(LC 36), 13=2345(LC 36) FORCES.. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3349/1839, 3-4=-5640/3190, 4-5=-5635/3185, 5-6=-4169/2331, 6-7=-4169/2331, 7-8=-2096/1282 BOT CHORD 11-12=-1766/3075, 10-11=-3312/5907, 9-10= 3312/5907 WEBS 2-12=-1722/3087, 3-.12=-4B7/401, 3-11— 1560/2855, 4-11=-817/702, 5-11=-350/197, 5-10=;0/350, 5-9— 1896/1070, 6-9=-749/677, 7-9= 2473/4411-; 2-13=-2290/1402 PLATES GRIP MT20 244/190 Weight: 390 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-7. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as.fo(lows: 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: 2x4 - 1 row at 0-9-0 oc. 20, All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the. LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.' . 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. .t 11; Exp D;.Encl., GCpi=0.18; MWFRS (directional); cantilever left_and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This tniss.has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. : 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in.all areas where axectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by.others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Gt=lb) 8=1235, 13-1444. 9) Graphical'purlin representation does not'depict the size or the orientation of the purlin along the top and/or bottom chord. ���.oPQUiN• vF��,,� No 68182 ST OF 111111 O N AL C�?�, /111111{. Joaquin Velez PE No.68182 _ MITek USA, Inc. FL Cert 6f)34 6004 Parke E.ast.Blvd. Tampa FI 33610 Date: June 3,2019 0 WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE. � Design valid for use only with MiTek® connedtors' This design Is based only upon parameters shown, and Is for an Individual building component, not I. a truss system. Before use, the building designer must verify the applicability of design parometers'ond properly Incorporate this design Into the overall _p� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IVI�T - OW Is always required for stability and to prevent. collapse with possiblepersonal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPll Quality CrIteda,'DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrlo, VA 22314. - Tampa, FL 33610• . �• Job Truss Truss Type Qty Ply Holland T17217384 507448 B1 HALF HIP GIRDER 1 2 Job Reference (optional) nuucua.Lw uuei vuniPauy, raun ooy, rL - o.vuu, O.Z4U s may IJ ZU I rVlr I eK. mauslnes, Inc. mon dun J Ub:Zb:lu zuiv page z I D:4J u1 fJQ6adeTDZN2Z5RbxRzJSrO-GapOfML6eFnu5uaX_ERyejwSHg9AW 6qW vKP9cFzA4Dd NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 422 lb down and 365 lb up at 7-0-4; 183 lb down and 145 lb up at 9-1-0, 183 lb down and 145 lb up at 11-1-0, 183 lb down and 145 lb up at 13-1-0, 183 lb down and 145 lb up at 15-1-0, 183 lb down and 145 lb up at 17-1-0, 183 lb down and 145 lb up at 19-1-0, 183 lb down and 145 lb up at 21-1-0, 183 lb down and 145 lb up at 23' 1-0, 183 lb down and 145 lb up at 25-1-0, 183 lb down and 145 lb up at 27-1-0, 183 lb down and 145 lb up at 29-1-0, and 183 Ib.down and 145 lb up at 31-1-0, and.175 lb down and 145 lb up at 33-1-0 on top chord, and 168 lb down and 104 Ib up at 7-0-4, 42 lb down at 9-1-0, 42 lb down at 11-1-0, 42 lb down at 13-1-0, 42 lb down at 15-1-0, 42 lb down at 17-1-0, 42 lb down at 19-1-0, 42 lb.down at 21-1-0, 42 lb down at 23-1-0, 42 lb. down at 25-1-0, 42 lb down at 27-1-0, 42 lb down at 29-1-0, and 42 lb down at 31-1-0, and 44 lb down at 33-1-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) DMd + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 70, 3-7= 70, 8-14=-20 Concentrated Loads (lb) . = Vert:3=-63(B) 12=43(B) 6=-53(B) 911(B) 17=-53(B) 18=-53(B)19=-53(B) 20=-53(B) 21=-53(B) 22=-53(B) 23=-53(B) 24=-53(B) 25=-53(B) 26=-53(B) 28=-53(B) 29= 63(B) 30=-11(9) 31=-11(B) 32=-11(B) 33= 11(B) 34=71.1(B) 35=-11(B) 36=-11(B) 37=-11(B) 38_ 11(B) 39=-11(B) 40=-11(B) 41=-14(B) • & WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and2l for an Individual building component, not a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall . building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek° Is always required for stability and to prevent collapse with possible personal Injury and property damage.' For:general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPl1 Qualify Citterla; DSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnationovoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. , Tampa, FL 33610 Job Truss Truss Type City Ply Holland T172173B5 507448 B2 HALF HIP 1 1 Job Reference (optional) r IDDeUS LUMDer uumpany, ralm Day, rL - JeVUO, tf.Z4U s May 1,5 zui a ivii I eK Inausines, Inc. ivion Jun J ub=:i i Zulu rage 1 I DAJul fJQ6adeTDZN2Z5RbxRzJSrO-kmNPsi MkPYvlj28jYxyBBxTVt4QRFRDf7_8i8izA4Dc 9.0-4 15-1-14 21-3-8 27-5-2 34-0-4 0- -4 9-0-4 6-1-to 6-1-10 6-1-10 6-7-2 m 6 5x6 = 3x4 = 5x6 = 3x8 Scale = 1:57.6 3x4 11 iu a 3x4 = 3x6 11 4x10 = 5x6 = 3x4 = 6x6 = 2.0-4 2i4T4 9-0-4 17-2-7 25-4-9 34-0-4 2-0-4 0-4-0 6.8-0 8-2-3 8-2-3 8-7-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL • 1.25 TC 0.86 Vert(LL) -0.15 10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.37 10-11 >999 240 BCLL 0.0 Rep StressIncr YES W B 0.98 - Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Wind(LL) 0.25 9-10 >999 240 Weight: 176lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD- Structural wood sheathing directly applied or 2-10-15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (3-1-1 max.): 3-7. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 7-8: 2x6 SP No.2 WEBS 1 Row at midpt 6-8 . REACTIONS. (lb/size) 8=1407/0-8-0, 12=1637/0-8-0 Max Harz 12=246(LC 12) . Max Uplift 8=-709(LC 12), 12=-913(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2203/1352, 3-4=-1941/1357, 4-5=-2863/1847, 5-6=-2268/1417 BOT CHORD ' 11r12=-327/279, 10-11=-1907/2813, 9-10=-1827/2787, 8-9= 1270/1917 WEBS 2-11=-1158/1864, 3-11=-96/466, 2-12= 1544/1325, 4-11= 1029/706, 5-9=-711/587, 6-9=-331/747, 6-8=-2179/1449 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -0=0-4 to 4-11-12, Interior(1) 4-11-12 to 9-0-4, Exterior(2) 9-0-4 to 16-1-2, Interior(1) 16-1-2 to 33-9-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has-been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide s will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jojnt(s) except Qt=lb) 8=709, 12=913.: 6) Graphical purlin representation does not depict the size or the orientation of the purlin along thetop and/or bottom chord. `,��Iilil/11/ICI 4�' No 68182 ?3 S OF .. 40 :O'< w C? O N A1- /1111111 - Joa4uln Velei PE No.68182 Mifek USA, Inc. FL Cert 6634 6904 Parke East.Blv.d. Tampa FL 33616 Date: . -June 3,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE NIIF7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design'is based only upon parameters shown, and Is for an individual building component, not �� a truss system: Before use, the building designer most verify the applicatiillty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord'members only. Additional temporary and permanent bracing ' MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication, storage: delivery, erection and bracing of trusses and Truss systems, seeANSVIPII Quality Criteria, DSB-89 and BCSI Buf)ding Component 6904 Parke East Blvd. -.Tampa, ' Safety Informationovaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - FL 33610 , Job Truss Truss Type Qty Ply Holland T17217386 507448 B3 Half Hip 1 1 Job Reference (optional) I ruuGUJ.LU111uCr l,u'.P ly, rall oay, rL - 04VUU, 0.44U'5 May 13 ZU I IVII I eK.InousirIes, Inc. IVIOn Jun U Ub:Zb:IZ ZUla rage i ID:4Ju1 fJQ6adeTDZN2Z5RbxRzJSro-Cyxn42MM9s1 cKCjv5fUQj 8?ml Um6_OwpMeuFh8zA4Db 5-0.0 9-0.0 16-5-9 24-0-15 32-0-0 5.0.0 7-5.9 7-7-5 7-11-1 3x4 5x6 = 3x8 = 6x6 = Scale = 1:55.3 5x6 = 6x6 = 3x8 = 5x6 = 4x10 = 3x6 11 9.0-0 16-5.9 24.0-15 32-0.0 9-0-0 7-5-9 7-7-5 7-11-1 Plate Offsets (X,Y)-- [3:0-3-0,0-2-4], [5:0-3-0,Edge], [9:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud . PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC . 0.49 Vert(LL) -0.15 10-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL. 1.25 BC 0.90 Vert(CT) -0.34 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.09 , 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.20 9 >999 240 Weight: .180lb FT=20% , LUMBER- BRACING - TOP CHORD 2x4 SP SS `Except` TOP CHORD Structural wood sheathing_ directly applied or 3-978 oc purlins, 1-3: 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (4-1-15 max.): 3-6. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-12 oc bracing. WEBS 2x4 SP No.2 `Except` WEBS 1 Row at micipt 2-11, 4-10, 4-8, 6-8 6-7: 2x6 SP No.2 REACTIONS. (lb/size) 7=1423/0-8-0, 11=1423/Mechanical Max Harz 11=241(LC 12) Max Uplift 7=-728(LC 12), 11=-685(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-288/214, 2-3=-2219/1498, 3-4— 1983/1447, 4-5=-1876/1247, 5-6=-1876/1247, 6-7=-1351/1009, 1 -11 =-276/282 BOT CHORD 10-11— 1645/1975, 9-10=-1728/2500, 8-9=-1728/2500 WEBS 3-1 0=- 189/496, 2-11=-2076/1455, 4-10=-606/367, 4-9=0/284, 4-8=-733/58.7, 5-8=-563/559, 6-8=-1415/2135 NOTES-- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 4-10-15, Interior(1) 4-10-15 to 9-0-0, Exterjor(2) 9-0-0 to 16-0-14, Interior(1) 16-0-14 to 31-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 1)0L=1.60 2) Provide adequate drainage to prevent water ponding. 31 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 4) `-This Truss has been designed for a live load of 20.0psf on the bottom.chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and'any other members. 5)' Refer to girder(s) for truss to truss connections. 6} Provide. mechanical connection (by others) of truss to bearing plate. capable of withstanding-100 lb uplift at joint(s) except at=lb), 7=728, 11=685. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. `%J111111111" %�.?O` PpU ��� J .••�G E N S No 681'82 r � .• ST OF40 < O R k Q ;. �� `�. Joaquin Velez PE No.66182 MiTek USA, Inc. R- Cert 6634 6900arke East 91,vd. Tampa R. 33610 Date: June 3,2019 Q WARNING - Verify design parameteis and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,-10103120is BEFORE USE, Design valid for use only with MiTek® connectdrs. This design is based only upon parameters shown: and Is for an Individual building component, not ��• - a truss system. Before use, the building designer must verify the applicability of design parameters and properly. incorporate this design into the overall _ . building design. Bracing Indicated is to prevent buckling of Individual truss -web and/or chord members only. Additional temporary and permanent bracing MOW' Is always required for stability and to prevent collapse with possible personcl.injury-and property damage. For'general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1P11 Quality Criteria, DSB-89 and BCSI BuBding Component'- 6904 Parke East Blvd. Safety Infomfatlonovollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - _. _ _ Tampa, FL 33610 Job Truss Truss Type Qty I Ply Holland T17217387 507448 C1 ROOF SPECIAL GIRDER 1 2 Job Reference (optional) i IDDetIS LUMDeGGompany, raim bay, rL-.JZ`JUb, ts.Z4U S may Id ZU1 U MI I eK. Industries, Inc. 'Mon dun J Ub:Zb:16 ZUl 9 rage 1 I D:4Ju1 fJQ6adeTDZN2Z5RbxRzJSrO-5kAHwPQtD5X2pp1 hKVYMu_AJ K59ZwoHOHGsTgvzA4DX 2-4.0 0 13-6-6 20-2-8 26-10-10 33=5-0 35-9.0 38-5-0 0- -42-4-0 4-8-0 6-6-6 6-8-2 6-8-2 6-6-6 NO 2-8-6 = 5.00 F12 5x6 c+� O 2x4 11 5x8 = 2x4 II Scale=1:66.3 5x6 = I I m m m co N 34 `J 'L ' 3x6 — 3x6 I I JS 4x4 = 5x8 = "" 31 J6 J2x4 I I 4U 41 45x8: = 4J44 4b 3x4 = 6x6. _ 2-0-02�4r0 7-0-0 13-6-6 20-2-8 26-10-10 33-5.0 38-5.0 2-0.00-4-0 4-B-0 6-6-6 6-8-2 6-8-2 6-6-6 5.0-0 Plate Offsets (X,Y)--[3:0-3-0,0-2-41, [5:0-4-0,0-3-01, [7:0-3-0,0-2-41, [12:0-4-0,0-3-01, [14:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.73 12-13 >586 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.57 12-13 >754 240. BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(CT) -0.15 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 394 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 `Except` BOT CHORD 9-10: 2x6 SP No.2 REACTIONS. (lb/size) 10=2046/0-8-0, 16=2275/0-8-0 Max Horz 16=128(LC 32) Max Uplift 10=-2276(LC 8), 16=-2501(LC 8) Max Grav 10=2397(LC 37), 16=2593(LC 39) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3733/3486, 3-4=-6646/6125, 4-5=-6646/6125, 5-6= 6708/6166, 6-7=6708/6166, 7-8=-3826/3595 BOT CHORD 14-15=-3230/3423, 13-14=-7036/7778, 12-13= 7036/7778, 11-12=-3329/3556, 10-11=-2571/2745 WEBS 2-16=-2486/2334, 2-15=-3216/3509, 3-15='-635/472, 3-14=-3116/3585, 4-14=-742/655, 5-14=-1257/1069, 5-13_ 194/380, 5-12= 1182/1024, 6-12= 736/652, 7-12=-3053/3464, 7-11=-597/409, 8-11=-1005/1089, 8-10=-3525/3291 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-7-8 max.): 3-7, 8-9. Rigid ceiling directly applied or 4-6-15 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1.r6w 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: 2x4 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except. if noted as front (F) or back (B) face in the LOAD CASE(S)'section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), :unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4k Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15f; B=52ft; L='50ft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0,18; MWFRS (directional); cantilever left and'right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This.truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7).' This truss has been designed for a live load of 20.Opsf.on the bottom chord in allareas where a rectangle 3-6-0 tall by,2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of.withstanding 100 lb uplift at joint(s) except Qt=lb) 10=2276,16=2501. 9) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom -chord. ��UILIIIY//J' CN yiF �!i.,� No 68182 r � _ �'. S T OF 1/J111111 Joaquin Velei PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke 8asf Blvd. Tampa FL 33610 Date:, June. 3,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MII-7473 rev. IW03/2015 BEFORE USE. " Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the-applicabllity'of design parameters and properly Incorporate this design Into the overall building design: Bracing Indicated Is to prWent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW " Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general "guidance regarding the 6900arke East Blvd. fabrication, storage delivery, erection and bracing of trusses and truss systems, seeANSI/IPII-Gualtly Criteria, DSB-69 and BCSI Building Component Safety Infonnatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223.14. _ Tampa, -FL 33610 Job Truss Truss Type City Ply Holland T17217387 507448 C1 ROOF SPECIAL GIRDER 1 2 Job Reference (optional) I IDDells Lumber company, raim tjay, rL - JG`.lub, t3.24U S May 13 Gul9 MI I eK Inauslries, Inc. Mon Jun 3 u6:2b:16 Gut 9 rage 2 ID:4JulfJQ6adeTDZN2Z5RbxRzJSrO-5kAHwPQtD5X2pplhKVYMu_AJK59ZwoHOHGsTgvzA4DX NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40416 down and 380 Ib up at 7-0-0, 183 Ib down and 145 Ib up at 9-0-12, 183 Ib down and 145 Ib up at 11-0-12, 183 Ib down and 145 Ib up at 13-0-12, 183 Ib down and 145 Ib up at 15-0-12, 183 Ib down and 145 Ib up at 17-0-12, 183 Ib down and 145 Ib up at 19-0-12, 183 Ib down and 145 Ib up at 20-2-8, 183 Ib down and 145 Ib up at 21-4-4, 183 Ib down and 145 Ib up at 23-4-4, 183 Ib down and 145 Ib up at 25-4-4, 183 Ib down and 145.Ib up at 27-4-4, 183 Ib down and 145 Ib up at 29-4-4, and 183 Ib down and 145 Ib up at 31-4-4,.and 404 Ib down and 380 Ib up at 33-5-0 on top chord, and 104 Ib down and 157 Ib up at 7-0-0, 89 Ib down at.9-0-12, 89 Ib down at. 11-0-12, 89 Ib down at 13-0-12, 89 Ib down at 15-0-12, 89 Ib down at f7-0-12, 89 lb down at 19-0-12, 89 Ib down at 20-2-8, 89 Ib down at 21-4-4, 89 Ib down at 23-4-4, 89 Ib down at 25-4-4, 89 Ib down at 27-4-4, 89 Ib down at 29-4-4, and 89 Ib down at 31-4-4, and 104 Ib down and 157 Ib up at 33-4-4 on bottom chord. The design/selection of such' connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 70, 3-7=-70, 7-8=-70, 8-9= 70, 10-17=-20 Concentrated Loads (lb) Vert: 15=37(B) 3=64(B) 5=-53(B) 13=-11(B) 7=-64(B) 11=37(B) 21=-53(B) 22= 53(B) 23=-53(B) 24= 53(B) 25=-53(B) 26=-53(B) 27=-53(B) 28==53(B) 29=-53(B) 30=-53(B) 31=-53(B) 33=-53(B) 34=-11(B) 35=-11(B) 36=-11(B) 37=-11(B) 38=-11(B) 39=-11(B) 40=-11(9) 41=-11(B) 42=-11(13) 43=-11(B) 44=-11(13) 45- 11(B) 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 10/0312015 BEFORE USE. ' - - • . Design valid (or use only with MITek® connectors. -This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design. into the overall - building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrpll Quality Cdteft, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Infognatbnovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Holland T17217388 507448 C2 ROOF SPECIAL t 1 Job Reference (optic, Q M 6 0.Z9a 5 may 13 ZU 1 e ml I ex. InausineS, inc. 'Mon Jan 3 ub:2b:11 ZU19 Fage 1 I D:4Ju1 fJQ6adeTDZN2Z5RbxRzJSrO-Zwkg71QV_OfvRzctuC3bQCjvtvW pfcoYW wbOMLzA4D W 2-4-0 9.0-0 16-5-1 23-11-15 31-5-0 33-9-0 38-5-0 0--42.4-0 6.8-0 7-5-1 7-6-13 7-5-1 2-4-0 . 4-8-0 6x8 MT20HS 5.00 12 410 = 6x12 MT20HS = 6x8 MT20HS = Scale = 1:66.3 3x6 = 3x6 II 5x10 = 5x6 = 5x8 = 3x4 = 6x6 = 36.5-0 LOADING (psf) TCLL 20.0 TCDL 15.0" BCLL 0.0 BCDL 10.0 SPACING- . 2-0-0 Plate Grip DOL 1.25 LumberDOL. . 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.95 BC .0.74 WB 0.72 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) - in (loc) I/defl Ud 0.66 11-12 >656 240 -0.5011-12 >867 240 -0.16 9 n/.a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 202 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP SS *Except* TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc purlins, 6-7,7-8: 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 3-6, 7-8. BOT CHORD 2x4 SP SS *Except* BOT CHORD Rigid ceiling directly applied or 2-4-15 oc bracing. 9-11: 2x4 SP No.2 WEBS 1 Row at midpt 2-13, 4-13, 4-11, 6-11, 7-9 WEBS 2x4 SP No.2 *Except* 8-9: 2x6 SP No.2 REACTIONS. (lb/size) 9=1606/0-8-0, 14=1832/0-8-0 Max Harz 14=182(LC 12) Max Uplift 9=-1641(LC 12), 14=-1856(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2580/3803, 3-4= 2293/3622, 4-5=-3695/5602, 5-6=-3695/5602, 6-7=-2558/3882 ., BOT CHORD 13-14=-487/1.94,' l2-13=-5498/3669, 11-12=-5498/3669, 10-11=-3563/2351, 9-1 0=-3270/21 80 WEBS 2-14=-1719/2400, 2-13=-3154/2190, 3-13=-991/560, 4-13=-1611/2234, 4-1.2= 483/301, 5-11=-556/552, 6-11=-2221/1568, 7-10— 488/370, 7-9=-2538/3794 .NOTES- 1) Unbalanced roof live loads have been considered for. this design. ' 2) Wind: ASCE 7-10; Vult=160rh h (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf;"h=15ft; B=52ft; L=50ft; eave=6ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-4 to 4-11-12, Interior(1) 4-11-12 to 9-0-0, Exterior(2) 9-0-0 to 14-0-0, Interior(1) 14-0-0 to 31-5-0, Exterior(2) 31-5-0 to 33-9-0, Interior(l) .33-9-0 to 38-2-4 zone; cantilever left and right exposed . ; porch left exposed;C-C for members and.forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates -unless otherwise indicated. 5) The Fabrication Tolerance: at joint 6 = 12% % This truss has been designed for a.10.0 psf, bottom chord liV6 load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom_ . chord in all areas where a rectangle: 3-6-0 tall by 2-6-0 wide will fit -between the bottom chord and any other members. " 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 9=1641,14=1856. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom�chorcl ,'till �•, Qk1.IN VF i No 68182 .. S O:F T'• P'•. ' N R-1.0. s��NA Joaquin Velez PE No.68182 MITek USA, Inc: FL Cert 6634 690¢Parke Easf Blvd. Tampa FL 33610 .,Date:, June 3,2019 - WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only With MTekO.connectors. This design Is based only upon parameters shown, and Is for on individual building comporieht, not . �• a.truss system. Before use, the building designer must verify the applicability of design parameters and properly.incorporate this design Into the overall building design. Bracing Indicated is to. prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Cdtatla, DSB-89 and BCSI BuBding Comp6n®nt 6904 Parke East Bjvd: ^ ` Safety Infoanationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - '. Tampa,•FL 33610 Job Truss Truss Type Qty Ply Holland T17217389 507448 C3 ROOF SPECIAL 1 1 Job Reference (optional) c6 6 . a.... may, . - 0.64U 5 IVIGy 10 Gc 1 U IVII I UK I1auSITI155, mc. ivion.JUn J uo:zo:l t5 eu-iu rage l ID:4Jul fJQ6adeTDZN2Z5RbxRzJSrO-1612K5R71inm27B3SvagzPFf7vgcOgNhkaLauozA4DV 7-0.0 11.0.0 17-1-1 23-3-15 29.5.0 31-9-0 38-5-0 0- -4 7-0-0 4-0.0 6-1-1 6-2-13 6-1-1 2-4.0 6.8-0 6x8 MT20HS = 6x8 MT20HS= 2x4 11 6x8 MT20HS = Scale = 1:66.3 I I 3x6 = 6x6 = 3x4 = 5x8 = 12x4 II 5x8 = 2x4 11 6x8 = 2-0-02 4r0 11.0-0 17-1-1 23-3-15: 29-5.0 31-9.0 38.5-0 2-0-00-'4=0 8-8-0 6-1-1 6-2-13 6-1-1 2-4.0 6.8-0 Plate Offsets (X,Y)--[4:0-5-0,0-2-41,[6:0-3-12,0-3-41,[7:0-5-0,0-2-41,[12:0-4-0,0-3-01 [14:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.53 13-14 >812 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 -BC . 0.83 Vert(CT) -0.40 13-14 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress ]nor YES, WB 0.70 Horz(CT) -0.19 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 220 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except TOP CHORD. Structural wood sheathing directly applied or 3-6-6 oc purlins, 4-6: 2x4 SP SS except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 4-7, 8-9. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 *Except* WEBS 1 Row at,midpt 8-10, 3-16, 4-14, 6-12 9-10: 2x6 SP No.2 REACTIONS. (lb/size) 10=1606/0-8-0, 16=1832/0-8-0 Max Harz 16=236(LC 12) Max Uplift 10=-1646(LC 12), 16=-1851(LC 12) FORCES. (Ib) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-142/322, 3-4=-2513/3851, 4-5=-3030/4667, 5-6=-3030/4667, 6-7=-2291/3543, 7-8=-2532/3835, 9-10=-237/271 BOT CHORD 15-1,6= 3339/2111, 14-15=-3551/2266,.13-14=-4628/3051, 12-13=-4632/3053, 11 -1 2=-3536/2325, 10-11= 3546/2328 WEBS 3-15=-346/309, 4-15=-320/164, 8-11= 272/174, 7-12=-1181/694, B-10=-2612/3980, 3=16=-2472/3440, 2716=-383/406, 4-14=-1373/1030, 5-14=-455/46b„6-13=-418/261, 6-12=-1022/1441 " • NOTES- ``,IIIIIII/II/��, ,,�. QU I N ��: 1) Unbalanced.roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; Cat., ���- OP,••' • `• •' • •. ��j ' S�•�•• �� gust) eave=6ft; •, �+ �,� II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-4 to 4-11-12, Interior(1) 4-11-12 to 11-0-0,, Exterior(2) _ �. 11-0-0 to 16=0-0, Interior(1) 16-0-0 to 29-&0, Exterior(2) 29-5-0 to 3179-0,.Interior(1) 31-9-0 to 38-2-4 zone; cantilever left and right No 68182 �� exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60.plate grip DOL=1.60 *,�• * C 3), Provide adequate drainage to prevent water ponding: 4) All plates are MT20 plates unless otherwise indicated. been .� 5� This truss has designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been -designed for a live lead of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide '• . O•,•� S O F ��� • will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding.100 lb uplift at joint(s) except at=lb) A, ♦= �� � • .; f3 \ Q P •� N��� •• '-`C%,�. 10=1646, 16=1851. 8) Graphical representation does depict the the the along bottom ✓j,Ss► ...• purlin not size or orientation of purJin the top and/or chord: Joagdin Velez PE N6.68182 - MfTek USA, Inc. FL Cert 6634 ' 6904 Parke East Blvd. Tampa FL3361 D. Date: June 3,2019 0 WARNING - Verify design parameters and READ NOTES -ON THIS AND INCLUDED MITEK REFERAWE PAGE 111II-7473 rev. 1010312015 BEFORE USE. , Design valid for use only with MTek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not �• • a, truss system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate This design Into the overall ' building design. Bracing indicated is To prevent buckling.of-Individual truss web and/or chord members only. Additional temporary and permanent bracing �A IVI� lTek� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/1PI1. Quality Cdtoda, DSB-89 and SCSI Building Component- 6904 Parke East Blvd. Solely Inlonnafbnovoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Holland T17217390 507448 C4 ROOF SPECIAL 1 1 Job Reference (optional) r ruueus Lurnuer wmpdny, raim Day, rL - azaua, 2-4.0 7-0-0 13.0-0 t3.z4u s may 13 zul a Nu I eK mausines, Inc. Man Jun 3 ub:zb:i u zul u rage i I D:4Jul fJ06adeTDZN2Z5RbxRzJSrO-VIsQYRSI W OVdaGmFOd63VdoSBJAE79YrZE47CiEzA4DU 7-2-8 7-2-8 ' 2-4-0 6x8 MT20HS = 2x4 I I 6x8 MT20HS = Scale = 1:66.3 I I m m d) m h R 3x6 = 3x6 11 5x6 = 5x6 = 3x8 = 5x8 =. 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84, Veri(LL) 0.55 11-12 >784 .240, MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.42 11-12 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) -0.11 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight:.221 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP SS 'Except TOP CHORD 6-7,7-9: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except` BOT CHORD 11-13: 2x4 SP SS WEBS WEBS 2x4 SP No.2 `Except` 9-10: 2x6 SP No.2 REACTIONS. (lb/size) 10=1606/0-8-0, 15=1832/0-8-0 Max Harz 15=291(LC 12) Max Uplift 10=-1652(LC 12), 15=-1844(LC 12.) FORCES. (lb) -.Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. tOP CHORD 2-3=-2419/3577, 3-4=-2477/3727, 4-5=-2696/4206, 5-6=-2696/4206, 6-7= 2520/3892, 7-8=-2344/3624 : BOT CHORD 14-15=-261/111, 13-14=-3531/2178, 12-13=-3455/2202, 11 -1 2=-3369/2214, 10-11=-2038/1363 WEBS 2-15=-1705/2431, 2i-l4=-3351/2280, 3-14=-420/436, 4-13=-453/243, 4-12=-908/731,,=.: Structural wood sheathing directly applied or 3-6-2 oc purlins, except end verticals, and 2-0-0 oc purlins (3-777 max.): 4-6, 7-9. Rigid ceiling directly applied. 1 Row at midpt 2-14, 4-12, 6-12,.8-11, 8-10 5-12=-580/564, 6-12r971"13, 6-11— 611/340, 7-11=-1109/1.644, 8-11=-2324/1438, 8-10=-1934/2865 j%J111�11111 114f `, ,,,,PQU'N .NOTES- . _ 1) Unbalanced roof live loads have been considered for this design.do ...., `�.. 0 ,`�� , �:� C E IV :� ♦' 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. • II; Exp D; Encl., GCpi=0.18; MWFRS (directional) -and C-C Exterior(2) -0-0-4 to 4-11-12, Interior(1) 4-11=12 to 13-0-0, Exterior(2) No. 68182 13-0-0 to 18-Q-0, Interior(1) 18-0-0 to 27-5-0, Exterior(2) 27-5-0 to'29-9-0, Interior(1) 29-9-0 to 38-2-4 zone; cantilever left and right ; porc lefif exposedfG-C for'members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate DOL=1.60 * �• .expose( grip 3)" Provide adequate drainage t'o prevent water ponding. 4j All plates are MT20 plates unless otherwise indicated. r S OF 5) This truss has been designed for a 10.0 psf bottom chord live load rionconcurrent with any other live loads. - 6) This truss has been designed.foir a live load of 20.Opst on the bottom chord in all areas'where a rectangle 3 6 0 tall by 2-0-0 wide .00..i As .;' will fit between the bottom chord and any other members, with BODL�=-10.0psf.. = ���� ••• \ �;e'`N ... 7): Provide mechanical connection (by'others) of truss to bearing plate. capable of withstanding 100 lb uplift at joint(s)-except Qt=lb) f 1 8) Graph cal purlm epresentatiorl "does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Velez PE No:68182 MITek USA, Inc: FL Cert 6634, . - 6904 Parke East Blvd: Tarnpa FG33610 Date:' . . _ June 3,2019 ANARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' • Design valid for use orilywith MlTek8 conriectors. This design Is based only'upon parameters shown, and Is for -an Individual building component, not _ '' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall..' building design. Bracing Indicated is to Prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing /� MiTek° -. - Is always required for stability and to pievent'collopse with possible personal injury,and property damage. For general guidance regarding the -fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Cuallty Cittailo, DSB-89 and SCSI BuBding Component 6904 Parke East Blvd" . ' tafety Infoanatlonovallable from Truss. Plate Institute, 218 N. Lee Street, Suite 3-12, Alexandria, VA 22314. _ Tampa, FL 33610 Job Truss Truss Type City Ply Holland T17217391 507448 CJ1 Corner Jack 16 1 Job Reference (optional)' r ruueas Lumaer Uornpany, raim Day, rL - 3zaua, 1 t7.Z4U 5 may 1 J eui a ivii I eK Inauslnes, Inc. man Jun 6 Ub:Zb:ZU ZU1 y rage 1 ID:4Ju1fJQ6adeTDZN2Z5RbxRzJSrO-zVQoinTNHJ1 UIQKSZKd12gLDtijDskp_CuggzgzA4DT 0- -4 1-0-0 0- -4 1-0-0 0 0 3 2x4 .PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. 1-0.0 1-0.0 Scale = 1:6.7 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.07 BC 0.06 WB 0.00 Matrix -MP DEFL. in (loc) I/defl Ud Vert(LL) -0.00 6 ' n/r 120 Vert(CT) -0.00 6 n/r 120 Horz(CT) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 3 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 2=91/Mechanical, 3=-0/Mechanical Max Horz 2=95(LC 1), 3=108(LC 12) Max Uplift 2=-92(LC 12) Max Grav 2=91(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP dHORD 1-2=-281/121 BOT CHORD 1-3=-95/262 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second:gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. '. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom' chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load. of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,j�, 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 lb uplift at joint(s) 2. `�.:. I. plate ,�N�- P;Q01 % �� :, •`�G•E N S ��i� . No 68182 S OF " Joaquin Velli{ PE No.68182 MiTek.USA, (66: FL'Cert 6634 69t)4:Parke East Blvd. Tampa FL,33616 Date. _ June 3,2019 0 WARNING- Verify design parameters and READNOTESOMTHIS AND INCLUDED MIrEK REFERANCE PAGE MIF7473 rev. 10/0NOIS BEFORE USE. Design valid for use only with Mfreko connectors. This design Is based only,upon parameters shown, and Is for an Individual building Component; not a truss system. Before use, the building designer must verify the applicability of design parometers.and.properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTOW Is always required for stability and to prevent collapse with possible personal injuryandproperty damage, For general guidance regardingthe fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPI1 CualByCrBerla, DSB-89 and SCSI BuOdlnp Component 6904 Parke East Blvd. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee, Street, Suite 312, Alexandria, VA 22314.. _ - Tampa, FL 33610 ' • - Job Truss Truss Type Qty Ply Holland T17217392 507448 CJ3 CORNER JACK 16 1 Job Reference (optional) I IbbettS Lumber company, - I -aim tbay, rL - 329U5, 1 8.24U S May I J ZU19 MI I eK.Industries, Inc. Mon Jun 3 U6:'Zb:ZI ZU19 I -age 1 ID:4JulfJQ6adeTDZN2Z5RbxRzJSrO-Rh_Az7T02d9Kvave728Xb2tJd6yubA67QYZEV7zA4DS 3-0-0 m r: Scale = 1:1.1.0 280 300 2-8.0 0.4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.00 4-5 >999 240 Weight:11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) .3=-178/Mechanical, 4=-207/Mechanical, 5=652/0-8-0 Max Harz 5=80(LC 12) Max Uplift 3=-178(LC 1), 4=-207(LC 1), 5=-559(LC 12) Max 13=139(LC 12), 4=177(LC 12), 5=652(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-341/712 NOTES-' 1) Wind:'ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;'TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;.porch left exposed;C-C for members and.forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' will fit.between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. `�� uIN I� 5) Provide mechanical connection (by others) of.truss 'to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) `�. PQ VF� oe4', 3=178, 4=207, 5=559. `,�� ,O� �, E N S!- F� No 68182 S OF .00 NAL • _ n�nit.�� _ Joaqulri Velei PE No.68182 " MITek USA, Inc; FL Cert 6634 . 6904 Parka East Blvd: Tampa FL 33610 Date June 3,2019 WARNING —Verify design parameters and READ IVOTES ON THIS AND 114CLUDED MITEK REkERANCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid -for use only with MTek® •connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not _ a, truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall - building -design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always: required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Ctlterlo, DSB-69 and BCSI Building Component 6964 Parke East Blvd. , Safety tnfoanatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. -Tampa;. FL 33610 - Job Truss Truss Type Qty ,.' Ply (Holland T17217393 507448 CJ3A CORNER JACK 1 1 Job Reference (optional) I IDDenS Lumber Company, calm Cay, t-L - 329U5, 8.240 s May'13 2U19 MI I eK Industries, Inc. 'Mon'Jun 3 06:25:21 2019 Page 1 I D:4Jul fJQ6adeTDZN2Z5RbxRzJSrO-Rh_Az7TO2d9Kvave72BXb2tM E6?3bBZ7QYZEV7zA4DS n w N 7 N N Scale = 1:15.2 2x4 11 0 3.0.0. 1-6-0 1.6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.01 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.02 2 n/a . n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight; 13lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-4: 2x4 SP No.2 REACTIONS. (lb/size) 5=122/0-8-0, 2=95/Mechanical, 3=27/Mechanical Max Horz •5=73(LC 12) Max Uplift 5=-82(LC 12), 2=-92(LC 12), 3=-74(LC 12) Max Grav 5=122(LC 1), 2=112(LC 17), 3=54(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;-TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and -right exposed; porch left 6xposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 2) This truss has been designed for a 10.0 psf'bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide, - will fit.between the bottom chord and any other members. 4) Refer to girder(s) for truss to. truss connections. 5) Provide mechanical connection:'(by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2, 3. PQ`UIN No-68'182 r.= ST O.F zv. Joaquin Velez PE No.68182 MITek USA, Inc. FL Gert 6634 6904--Parke East Blvd: Tampa FL..33610 . Date: June 3,201.9 " . 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek®connectors, this design Is based only upon parameters shown, and Is for an individual building component, not. a truss system. Before use, the'building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall - building design. Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing NOW . .Bracing prevent is always.required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the -' fabrication, storage, delivery, erection and bracing of trusses and truss -systems, seeANSIAPll QualBy CrBerld. DSB49 and BCSI Building Component.- 6904 Parke East:BlJd. Safety Infonnatlanavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Holland T17217394 507448 CJ5 CORNER JACK 15 1 Job Reference (optional) I IDDel1s Lumber Company, calm tray, t-L - 3ZUUb, " - 8.24U S May 13 ZU19 MI I eK Industries, Inc. Mon Jun 3 06:25:22 2019 I'age 1 I D AJ u1 fJQ6adeTDZN2Z5 RbxRzJSrO-wtYZATUepxl BXkUghlfm7FQWbW KpKdtHfCJn1 ZzA4DR 0-Q-4 5-0.0 0- -4 5-0-0 Scale = 1:15.1 5 2x4 11 2-0-0 2-4-0 2-0-0 0-4-0 5.0-0 m N LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLC 20.0. Plate Grip DOL 1.25. TC 0.31 Vert(LL) 0.00 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.01 4-5 >999 240 BCLL 0.0 '- Rep Stress Incr . YES W B: 0.09 Horz(CT) . -0.04 3 n/a n/a BCDL 10.0 Code. FBC2017/TPI2014 Matrix -MP Wind(LL) -17.01 , 4-5 >999. 240 Weight; 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 r TOP CHORD. Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) .3=39/Mechanical, 4=-17/Mechanical, 5=425/0-8-0 Max Horz 5=134(LC 12) Max Uplift 3=-60(LC 9), 4=-57(LC 15), 5=-375(LC 12) Max Grav 3=68(LC 17), 4=12(LC 3), 5=425(LC 1) FORCES. (lb) - Max: Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 256/105 BOT CHORD 1-5=-97/267 WEBS 2=5=-277/522 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust)Vasd=124mph; TCDL=4.2psf; BCDL=6,00sf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C.for members and forces & MW F.RS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10,0 psf bottom'chord live load nonconcurrent with any other:live loads.. ' 3) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between"the bottom chord and any other members.: IN VF�' ��I� ' 4)' Refer to girders) for truss to truss connections. %��� PQV• 5 Provide mechanical connection (by others of truss to'bearing plate.capable of withstanding 100 lb uplift at joints 3, 4 exde t at-lb),�� �` •,• ' ; �, 5=375. ' N0-68182 '. :.-0 •� r tv:4 0, ... Ac' e. ,1.. R BONA.E%k:" .. .. J0a4a1n Velez PE No.68182 - 6904 Pafke Easf Blvd. Tampa FLc33610 ...s::: . .oat.._.. . ... ,Jun e-3;2019 ® WARNING- Verity'design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010"015 BEFORE USE. - Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly this design into the overall " building design;°Bracing indicated is to prevent buckling'of Individual truss web and/or chord members only. Additional temporary and permanent bracing - MOW - Is always:requlred.for stability and to prevent collapse with possible personal injury and property damage: For general guidance regarding The '' fabrication, storage, delivery, erection and -bracing of trusses and truss systems, seeANSI/1PI1 Quality Criteria, DSB49.and SCSI Building Component. 6904 Parke East Blvd.. - Safety Informatlondvallable from Truss Plate Institute, 218 N. Lee Street,.Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Holland T17217395 507448 Di ROOF SPECIAL GIRDER 1 1 Job Reference (optional) i ,uucuo �uiuuci nipany, all [I Day, rL - ocauo, d.z4u s May 1-d zui u MI I eK.lnausines, inc. Man Jun 3 U6:ZS:23 2019 rage 1 IDAJulfJQ6adeTDZN2Z5RbxRzJSrO-045xOpVGaEQ29u31FTA?gTyc3we43yhQus2LZ?zA4DQ 2-4-0 8-0-0 9-0-0 12-0-12 16-5-4 20-8 O 25-8.0 0-8-4 2-4.6 5.8-0 1.0-0 3-0-12 4-4.8 4-2-12 5-0-0 Scale = 1:43.8 5.00 4x4 =: 3 47x8 = .. 2x4 11 3x4 = 5x6 = 13 iu 9 3x4 = 3x10 11 7x8 = 48 = '5x8 = 2.0-0 2r4 0 8-0-0 12-0-12 20-8-0 25-8-0 2.6-0 0=4-'0 5-8.0 4-0-12 8-7-4 5-0-0 Plate Offsets (X,Y)-- rB:o-11-14,0-4-0] [9:0-0-0,0-2-121 [12:0-2-12,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud . PLATES. GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.28 10-11 >984 .240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC. .0.50 Vert(CT)-0.3210-11 >873 240. BCLL 0:0 Rep Stress Incr NO WB 0.63 HOrz(CT) 0.03 , 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 163 lb FT = 20% . LUMBER- . BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD.: Structural wood sheathing directly applied or 3-2-1 oc purlins, 4-7: 2x6 SP No.2 except end verticals, and 2-0-0 oc purlins (3-8-12 max.): 4-7. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-4-0 oc bracing. 9-12: 2x6 SP DSS WEBS 2x4 SP No.2 *Except* 8-9: 2x6 SP No.2 REACTIONS. (lb/size) 13=1646/0-8-0, 9=1481/0-8-0 Max Harz 13=-139(LC.30) Max Uplift 13=-1116(LC'8), 9=-1070(LC 8) Max Grav 13=1646(LC 1), 9=1701(LC 37) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-264/109; 2-3=-2226/1385, 3-4=-2187/1427, 4-5=-3652/2472, 5-6=-3648/2468, 6-7= 2543/1704, 7-8=-2789/1787, 8-9=-1680/1093 BOT CHORD 1-13==105/274, 12-13=-197/385, 11-12=-1.571/2609, 10-11=-2310/3503, 9-10=-177/260 WEBS " 2-13=-1469/1074, 2-12=-1128/1768, 3-12= 796/1348, 4-12=-1857/1250, 4-11=-1064/1537, 5-11=-388/322, 6-11- 183/394, 7-10=-304/641, 8-10=-1424/2345, 6-10=-1260/884 NOTES- _ (�Li'N 1) Unbalanced roof live loads have been considered for this design. ��_ ._• G �j, E NS.� 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) V'asd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft;.0ave=6ft; Cat. ��� , •'� 11; Exp D; Encl., GCpi=0.18; MWFRS.(directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 o) Provide adequate drainage to prevent water ponding. NO 68182 •� 4) This truss has been designed fora 10.0 psf bottom chord live -load nonconcurrent with any other live loads. - * .• . 5), *, This truss has-been designed fora live load of 20.0psf on the bottom chord in all area's where a rectangle 3-6-0 tall by 2-0-0 wide .. wj11 fit between the bottom chord and any other members.�- @i) Provide mechanical connection (by others) of truss to bearing' plate. capable of withstanding 100 lb uplift'at joints) except at=lb), 13=1116i 9=1070. % ST ( .• �/ �1�` 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. :. �iOe(� 8) Hanger(s) or other.connection'device(s) shall be provided sufficient to support concentrated load(s) 198 lb down and 182 lb up, at - 14-7-4, 183 lb 145 lb.up at 16-7-4, 1b down 145 up �i�, �.< p R , O P`�• ��o` �j� Ss'••• • •• -down and and 183 and 1b up at 18-7-4, and.4221b down and 365 lb at 20-8-0 on `"� �, and 566 lb downand 372 lb t andown at`��� up tlecti � cho a connection 18-7 4too down and 168 lb down and 104 b up ard, 20-7 4 on bottom The delsign/ eb n of such dev is the responsibility of others. Joaquin Vale PE N0.68182- 9) IpJhe LOAD -CASES) section; loads applied to the face of the truss.areinoted as front (F) or back (B) MITekJJSA, Inc. R. Cert 6634 6904 Parke Easf:Bivd'Tampa FL",33610: .LOAD CASE(S) Standard _ Oate June 3,2019. . 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. • - ;Design valid for use only with MFek®connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not _ :�• - _ a truss system. Before use, the building designer must verity the applicability of design parameters. and properly incorporate this design Into the overall building design. Bracing indicated islo.prrevenT buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is.alwbys required for stability and to prevent collapse with possible personal injuryand property damage. For general, guidance regarding The - - - -: - fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality CrIterlo,.DSB.1119 and Ill Bullding Component _ 6904 Parke, East Blvd. Soloty Inlonnatlonovailoble from Truss Plate Institute, 218 N. Lee.Stfeet, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 i Tibbetts Lumber Company, Palm Bay, FL-.32905, 8.240 s May 13 2019 MiTek Industries, Inc. 'Mon Jun 3 06:25:23 2019 Page 2 ID:4JulfJQ6ad6TDZN2Z5RbxRzJSrO-045xOpVGaEQ29u31FTA?gTyc3we43yhQus2LZ?zA4DQ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-7=-70, 7-8=-70, 1-9=-20 - Concentrated Loads (lb) Vert:7=-63(B) 6=-53(B) 10=43(B) 17=-95(B) 19= 53(B) 20=-566(B) 21=-27(B) 22= 11(B) 23=-11(B) Job Truss Truss Type City Ply Holland T17217395 507448 D1 ROOF SPECIAL GIRDER 1 1 "' Job Reference optional) 0 WARNING -Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED-MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE.. Design valid fof use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not _ �• a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate This design'into the overall - building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �A IV0ilT e'k• Is always required for stability and to prevent collapse with possible personal injury and property. damage.: For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and. truss systems, seeANSVMll Quality Cdteda, DSB-B9 and SCSI BuAdtng Component 6904 Parke East Blvd. Safety Informationavalloble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Holland T17217396 507448 D2 HIP 1 1 Job Reference (optional) r WDUHS LumUer UUMpany, ralm [Say, rL - 3Zeub, 6.z4u s may i 3 zui u MI I eK. lnauslnes, Inc. Mon Jun 3 Uli:Zb:z4'ZUI9 rage 1 ID:4Ju1 fJQ6adeTDZN2Z5RbxRzJSrO-sGfJb8W uLYYvn2eDoAhECgVjAKtpoPCa7Vou6RzA4DP 2-4-0 9-0-0 13-10.0 18.8-0 25-6-0 0- -4 2-4-0 6-8.0 4-10-0 A -0 7-0-0 5x6 = 3x4 = 5x6 = Scale = 1:43.3 3x4 — 3x6 11 6x8 = 48 = 3x6 11 2-0-0 2r4 0 9-0-0 . 18-8.0 25-8-0 2-0-0 0-4-0 6.8-0 9-6.0 7.0-0 Plate Offsets (X,Y)-- [3:0-3-0,0-2-4], [5:0-3-0,0-2-4], [9:0-2-12,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.19 8-9 >999 360 MT20 244/190 TCDL 15.0 LumberDOL- 1.25 BC 0.85 Vert(CT) -0.42 8-9 >666 240 BCLL 0.0 Rep Stress Incr YES WB. 0.62 Horz(CT) 0.03 v7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014, Matrix-MS Wind(LL) 0.09 ' 8-9 .>999 240 Weight: 129lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (4-10-10 max.): 3-5. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-7: 2x6 SP No.2 5-7-9 oc bracing: 8-9. REACTIONS. (lb/size) 10=1262/0-8-0, 7=1029/0-8-0 " Max Harz 10=-160(LC 10) Max Uplift 10=-741(LC 12), 7=-507(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -"All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1511/1033, 3-4=-1302/1062, 4-5=-1345/1095, 5-6=-1555/1076, 6-7= 974/796 BOT CHORD 9-10=-156/320, 8-9— 1058/1540, 7-8=-272/266 WEBS 2-1 0=-1 197/1171, 2-9=-822/1238; 3-9=0/279, 4-9= 379/374, 4-8=-338/270, 5-8=0/283, 6-8=-591 /1124 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=6.0psf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. li; Exp D;'Encl., GCpi=0.18;. MWFRS (directional) and C-C Exterior(2) -0-0-4 to 4-11-12, Interior(1) 4-11-12 to 970=0, Exterior(2) 9-0-0 to 16-0-14, Interio7(1) 16-0-14 to, 18-8-0, Exterior(2) 18-8-0 to 25-5-4 zone; cantilever left and right exposed ;C-C.for members and forces &MWFRS for reactions shown; 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 16.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord ih all areas where'a rectangle 3-6-0 tall by 2-0-6 wide will fit between the bottom chord and any other members. 6), Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at-joint(s) except Qt=lb)' 10=741, 7=507. 3) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. IN O ......,� $� Ij No 68182 • ?� :STA Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ced 6634 • - 69fk Parke East Blvd. Tampa FL,33610 Date: - June 3,2019 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERAN CEPAGEMII.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a.truss system. Before use, the building designer must'verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, defivery, erection and bracing of trusses and truss systems, seeANSI/iPlt Qualify Criteria, DSB-99 and BCSI Buedlnp Component. 6904 Parke East Blvd. ; Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply I Holland T17217397 507448 D3 ROOF SPECIAL 1 1 Job Reference (optional) I tDDeils Lumber L ompany, Falm bay, rL - 3ZyWb, 8.24U s May 13 2019 Mi I eK Industries, Inc. 'Mon Jun 3 06:25:25 2019 Page 1 I D AJu1 fJQ6adeTDZN2Z5RbxRzJSrO-KSDhoUXW 6sgmOBDPMtCTI u2xUj FCXgDjL9XReuzA4DO 2-4.0 7-0.0 11-0-0 16-8-0 22-4.0 25-8.0 0-6-4 2-4.0 4-8.0 4-0-0 5.8-0 5-8-0 3-4-0 5x6 5x6 = Scale = 1:44.0 cp v 11 Iv � 8 3x4 — 6x6 .5x6.--'- 3x8 = 6x6 = 2-0-0 014.0 8-8.0 5-8-0 19.0-0 Plate Offsets (X,Y)--[4:0-3-0,0-2-41,15:0-3-0,0-2-41,[10:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES. GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.66 Vert(LL) -0.15 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC • 0.71 Vert(CT) -0.32 8-9 >869 240.. BCLL 0.0 Rep Stress Incr YES . WB 0.76 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.08 9710 '>999 240 Weight-. 137 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied or 3-11-15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (4-3-10 max.): 4-5, 6-7. WEBS 2x4 SP No.2 `Except BOT CHORD Rigid ceiling directly applied or5-10-13 oc-bracing. 7-8: 2x6 SP No.2 REACTIONS. (lb/size) 8=1029/0-8-0, 11=1262/0-8-0 MaxHorz 11=-171(LC.10) Max Uplift 8=-513(LC 12), 11=-735(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-372/47, 3-4=-1372/987, 4-5=-1241/1015, 5-6=4421/980 BOT CHORD 1-11=0/344, 10-11=-960/1302, 9-10=-824/1205, 8-9==910/1195 WEBS 6-8=-1433/1149, 3-11=-1461/1253, 2-11=-324/485 • 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=6.Opsf; h=15ft;.B=52ft; L=50ft; eave=6ft; Cat. 11; Exp.D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-4 to 4-11-12, Interior(1)441-12to 11-0-0, Extedor(2) 11-6-0 to 16-0-0, Interior(1).16-0-'Uto 16-8-0, Exterior(2) 16-8-0 to 21-8-0, Interior(1) 21-8-0 to 25-5-4 zone; cantilever left and right exposed-;C-C for members and forces & MWFRS for reactions shown; Lumber.DOL=1.60 DOL=1.60 plate grip 3) Provide adequate drainage to prevent water ponding. ,�� PpUIN %� 4) This -truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�� •'�� �C`'•�� �� 5) `This truss has been designed for a live load of 20.Opsf ori,the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �. • will fit between the bottom chord and any other members. No 68182 • �� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) - *. 8=513,-11=735. 7) Graphical purlin representation does not depict the size or the orientation.of the purlin along.the.top and/or bottom chord. . Ala .0.F <.OR�O.y �. "ss/Q N AL EC? Joaquin velez PE No:66162- MITek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL.33616 . Date: June 3,2019 ; 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. Design valid for use only. with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not. a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall __ building design.. Bracing Indicated'is to. buckling of individual truss web and/or chord members only. Additional temporary' and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIM11 Quality Cdteda, DSB-89 and Il Building Cornponent 6904 Parke East Blvd. . Safety Infottnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City : Ply Holland T17217398 507448 04 ATTIC 1 1 Job Reference (optional) i iooeas uumuer company, raim nay, rL - szeua, o.z4u s May 10 zu i a lwr r eK inauslnes, Inc. mon dun J uo:zo:zo zui a rage l I D:4Jul fJQ6adeTDZN2Z5RbxRzJSrO-ofn3OgX8s9odOLocwbki l5a6P7YbGMGtapH?AKzA4DN 10-7-12 17.11.12 7-0-0 9-8-4 9- -3 13-0-0 14-8-0 17-0-4 7-9-1 20-4-0 25-8-0 0- -4 7-0-0 - 2-8-4 0- -15 2-4-4 1-8-0 2-4-4 0-9-9 2-4-4 5-4-0 0-9-9 0-1-15 Scale = 1:43.6 . 6 4x4 = 4x4 = 6 7 . 3x4 = 3x8 = 5x8 = 5x8 = 6x6 = 2-0-0 2 4-0 9-8-4 17-11-12 25-8-0 2-0-0 0-4- 7-4-4 8-3.8 7-8-4 Plate Offsets (X,Y)-- 113:0-2-12,Edge], [14:0-2-12,Edge], [15:0-3-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25- TC 0:65 Vert(LL) -0.27 12-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) . -0.41 12-13 >680 240 BCLL 0.0 Rep Stress Incr YES. WB 0.39 Horz(CT) 0.05 12 n/a n/a BCDL 10.0 Code FBC2017(rP12014 Matrix -MS Wind(LL) -0.28 14-15 >999 240 Weig1ht:.146lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins, BOT CHORD 2x4 SP No.2 *Except except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 8-7, 10-11. 13-14: 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 *Except* WEBS " 1 Row at midpt 10-12, 3-15 11-12: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 11, 16 REACTIONS. (lb/size) 12=1168/0-8-0, 15=1392/0-8-0 Max Harz 15=165(LC 12) Max Uplift 12=-287(LC 12), 15=-456(LC 12) Max Grav 12=1309(LC 20), 15=1547(LC 18) FORCES. (lb) - Max: Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD : •-1-2=-310/118, 3-4=-2031/527, 4-5=-1805/563, 5-6=-428/314, 6-7=-353/329, 7-8=-429/337, 8-9— 1835/569, 9-10=-2064/544 BOT CHORD 1-15=-51/286, 14-15=-559/1875, 13-14= 470/1883; 12-13=-540/1818 WEBS 3-14=117/261, 4-14=0/464, 5-16=-1587/322, 8-16=-1640/314, 9-13=0/518, 10-12= 2095/613, 3-15= 2076/690, 2-15=-324/403 NOTES- 1) Unbalanced roof live loads have been considered for this design.E O •• 2) Wind: ASCE_7-10; Vult=160rnph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave-6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS C-C Exterior(2) -0-0-4 to 4-11-12, Interior(1) 4-11-12 to 13-0-0, Exterior(2) NV�C �%. •_ S�' - �� " ; (directional) and �� �,� ;• 13-0-0 to 19-8-0, Interior(1) 19=8-0 to 25-5-4 zone; cantilever left and"right'exposed ;C-C for members and forces& MWFRS for i • reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 NO 68182 •; 3) Provide adequate drainage to prevent water ponding. - *.;• 4) This truss has been designed for a 10.0 psf bottom'chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0p9f on the bottom chord.in all areas where a rectangle 3-6-0 tall,by 2-0-0 wide- - will fit between the bottom bhord'and any other members. S'.. OF 6) Ceiling dead load (5. psf) on member(s). 4-5, 8-9, 9 10, 5 16, 8 16; Wall dead load (5.Opsf) on member(s).4 14, 9 13 O'. o ' 7) Bottom chord live load (40.0 psf) and additional bottom chord dead.load (5.0 psf) applied only to room' 13-14 •' T ;4N. Q.. _ •`+. ♦♦ N 8) Provide mechanical -connection (by others) of truss to:bearing plate capable of withstanding.100 lb uplift at ioint(s)-except at. 1b) I♦♦ ss • R ��0 12=287, 15=456. " . .. G•�.j� ��_ does not depict the size or the orientation of the pu�lin along the top.and/or bottom chord. 90) � 0 N Atil, Attic room checked for U360 deflection ' Joagoin Velei PE No.68182 MITT& USA, Inc. FL Cert 6634 6904 Parke East Biyd. Tampa FL,33610 Date- June 3Z19 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 114I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not =. a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this'design into.the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for -stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery", erection and bracing of Trusses and truss systems, seeANSVFPll Qualify CrNedo, DSB-89 and SCSI BundMy Component 6904 Parke East Blvd. Tampa; FL 33610 Safety Infonnatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 11. Job Truss Truss Type Qty Ply Holland . T17217399 507448 D5 ATTIC 1 1 Job Reference (optional) I I008IIS.LUn10er Uompany, ralm tSay, rL - JZUUb, 6.Z4U s may 13 Zulu MI I eK mauStrles, mC. mon Jun J Ub:'Lb:Zf Zulu rage 1 I DAJ ul fJQ6adeTDZN2Z5RbxRzJSrO-GrLSDAYmdTwUeVNoU 1 FxgJ71OXwz71 W OpTOrmzA4DM 1 e-4-0 10-7-12 17-11-12 7-0-0 9-8-4 9-10-3 13-10-0 17-0-4 17-9-13 25-8-0 A-4 7-0-0 2-8-4. 0-1 �15 r 3-2-4 3 2 44�. 0-9-9 �:4 4 7-4-0 Scale.= 1:43.6 0-9-9 �0-1-15 04 = . m T v 3x4 = 3x8 = 5x8 = 5x6 = 6x6 = 2-0.0 2�-,0 9-8-4' 17-11-12 25-8-0 2-0-0 NN 7-4-4 B-3.8 7-8-4 Plate Offsets (X,Y)-- [8:0-4-8,Edge], [11:0-2-12,Edge], [12:0-2-12,Edge], [13:0-3-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.32 10-11 >854 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.48 10-11 >576 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0:05 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014. Matrix -MS - Wind(LL) 0.25 10-11 >999. 240 Weighf:'150lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 8-9: 2x6 SP No.2 BOT,CHORD 2x4 SP No.2 *Except 1-12: 2x4 SP SS, 11-12: 2x6 SP DSS WEBS 2x4 SP No.2 *Except 9-10: 2x6 SP No.2 ' REACTIONS. (lb/size) 10=1151/0-8-0, 13=1385/0-8-0 BRACING-. TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 8-9: BOT CHORD Rigid ceiling directly applied or oc bracing. WEBS 1 Row at midpt 8-10, 3-13 JOINTS 1 Brace at Jt(s): 9, 14 Max Harz 13=205(LC 12) - Max Uplift 10=-303(LC 12), 13 454(LC 12)' Max Grav 10=1311(LC 18), 13=1549(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-311/137, 3-4= 2050/502, 4-5- 1822/535, 5-6=-343/241, 6-7=-343/238, . 7-8=-1847/555, 9-10= 316/239 - . BOT CHORD 1-13=-68/288, 12-13=-570/1881, 11-12=-501/1903,-10-11= 510/1867 WEBS 4=12=0/480, 8-11=0/555, 8-10=-2061/547, 5-14=-169'5/362, 7-14==1695/362, 3-13=-2087/669, 2-13==335/398 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=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-4 to 4-11-12, Interior(1) 4-11-12. to 13-10-0, Exterior(2) 9 13=1b-0 to 18-1-8, Interior(1) 18-1-8 to 25-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding, 4) The Fabrication Tolerance at joint 8 = 0% 5) This truss has been designed for al0.0'psf bottom chord live load nonconcurrent with any other live loads: 6)-* This truss has been designed for a live load of 20.Opsf on the bottom cho_ rd in all areas where.a iectangie 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord aridany other members. 7) Ceiling dead load (5.0 psf) on membe�js). 4-5, 7-8,'5-14, 7-14; Wall dead load (5.Opsf) on member(s).4-12, 8-11 8) Bottom chord live load (40.0 psf) and additional bottom -chord dead load.(5.0 psf) applied only to room. 11-12 .9), Provide, mechanical connection (by others)'of truss to bearing. plate capable'of withstanding 100 Ib uplift at joint(s) except at=lb) - 10A03,, 13=454. 10) Graphical purlin representation does not depict the size or the orientatlori-of, the purlin along the top and/o r. bottom chord.' 11) Attic room checked for U360 deflection. `,�♦OPQUIN VF�� ��� - .`GENg ,i No 68182 �.dZAk =� S OF �U N ♦` C? hlllll�., - Joaquin Velei PE No.68182 Welk USA, Inc. FL Ceit 6634 6904 Parke East.Bivd. TampaFL3361t1 Date: - June 3,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.'10/03/2015 BEFORE USE. -�* - Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is'for an individual building component not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing' MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIM11 Quality Criteria, DSB-69.and SCSI. Bulding Component. .. 6904 Parke East Blvd. Safety Informotlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 33610 - Job Truss Truss Type Qty Ply Holland T17217400 507448 D6 ATTIC 1 1 Job Reference (optional' I Ibbetts.Lumber company, Halm tray, rL - 329Ub, 6.z4u s may 13 zui 9 MI I eK industries, Inc. 'Mon Jun 3 u6:zb:xd 'Lu19 rage 1 I D:4Jul fJQ6adeTDZN2Z5 RbxRzJS rO-kl vgRW ZPOn2LFfy_1 OmAN W gSGxGNk7M917m6FDzA4DL 10-7-11 . 7-0-0 9-8-4 9- -3 13-10-0 16-4-0 17-11-12 25-4-0 0- -4 7-0-0 2-8-4 3-2-5-12 7-4.4 0-9-8 Scale = 1:42.9 . 3x4 = 4x4 = 5x8 = 1 1 5x10 = 3x6 II LOADING (psf), SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft . Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.2& 13 >969 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) . . -0.42 13 >651 240 . BCLL ' 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.03 , 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.20 13-14 >999 240 Weight: 153 lb FT = 20%' LUMBER- BRACING - TOP CHORD 2x6 SP No.2 Except* TOP CHORD. Structural wood sheathing directly applied or 3-4-2 oc purlins, .1-7: 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (4-10-11 max.): 5-10. BOT CHORD 2x4 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. . 12-13: 2x6 SP DSS JOINTS 1 Brace atJt(s), 10, 6 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 11=1116/0-4-0, 14=1343/0-8-0 Max.Horz 14=250(LC 12) Max Uplift 11=-320(LC 12), 14=-459(LC 12) Max Grev 11=1295(LC 18), 14=1516(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. Ail forces 250 (Ib) or less -except when shown. TOP CHORD 1-2=-285/49, 34=-1932/486, 4-5=-1.705/529, 5-7=-469/303, 7-8=-453/316, 5-6==1381'/288, 6-8=-1406/294, 8-9=-1764/543, 9-10=-1783/558, 10-11=-1272/526 BOT CHORD 1-14=-5/267, 13=14=-627/1806, 12=13=-543/1764 WEBS 4-13=0/466, 9-12 631/504, 10-12==660/2116,:3-14=-1939/635, 2=14=-298/385 NOTES 1) Unbalanced roof five (pads have been considered for this design. 2) Wind: ASCE 7-10; V�ult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.0psf; h=15ft; B=52ft• L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C CExterior(2) -0-0-4 to 4-11-12, Interior(1) 4-11-12 to 13-10-0, Exterion(2) 13-10-0 to 16-4-0, Interior(1) 16-4-0-to 25-2-4 zone; cantilever left and right exposed ;C-C for members.and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 9) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.6 psf bottom chord live load nonconcurrent.with any.6ther live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where.a rectangle 3-6-0 tall by 2-0-0 wide . will fit between the bottom chord and any other members. 9) Ceiling dead load (5 0 psf) on member(s). 4-5, 8-9; Wall dead load (5 Opsf) on membei(s),4-13,'9 12 7) Bottom chord live load (40.6 psf) and additional bottom chord dead load (5,0 psf) applied only to room. 12-13 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift:at Joint(s) ex&pt Qt=1b) 11=320, 14=459. 9) Graphical purlin representation does not depict the size or the, orientation of the purlin along the top and/or bottom chord. 10) ,Attic room checked for U360 deflection. `�lllllll//f/�� P,QV IN No 6.8.182 ?� S QF a R I.Q.• N���. Joaquin Velez PE No.68182 MITek_USA,-Inc: FL Ceit 6634 6904 Parka East. Blvd. Tampa. FL 33610 . • "Dater ." June.3,2019 ,& .WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE.. Design valid for use only with M.Tek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracingindicated is to. prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW . is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - ' fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSUiPII Quality Criteria, DSB-89 and SCSI Bufldtng Component 6904 Parke East Blvd. Safety Infonnationavailable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Holland T17217401 507448 D7 ATTIC 1 1 Job Reference (optional) 11UUen5 Lurnuer , ,Umpany, ralm tray, rL - 3ZtJUa, u.Z4u s May 13 zu-Iv MI I eK industries, Inc. Mon Jun 3 Ub:Zb:Z6 ZU1 B Page 1 ID:4Ju1 fJQ6adeTDZN2Z5RbxRzJSrO-k1 vgR W ZPOn2LFfy_1 OmAN W gQ3xE2kA2917m6FDzA4D L 10-7-12 ' i 7-0-0 9.8-4 9-10-3 13-4-0 17-11-12 25-4-0 O 4 7-0-0 2-8-4 2-8-4 4-7-12 7-4-4 0 9.g Scale= 1:42.1 4x8 = 3x4 II 3x8 = 3x4 = 4x4 = 5x8 = 5x12 = - 3x6 11 17-11-12 Plate Offsets (X,Y)-- [6:0-5-4,0-2-0], [10:0-4-4,Edge], [11:0-2-12,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft . Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.24 10-11 >9.99 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 ,- BC 0.96 Vert(CT) -0.46 11 >602 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.25 11-12 >999 240 Weight 156lb FT=20%'. LUMBER- BRACING-. TOP CHORD - 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals, and 2-0-0 oc purlins (3-11-8 max.): 6-8. 10-11: 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 *Except* WEBS 1 Row at midpt 3-12 7-10: 2x6 SP DSS JOINTS 1 Brace'at Jt(s): 8, 13, 14 " REACTIONS. (lb/size) 9=1143/0-4-0, 12=1374/0-8-0 Max Horz12=299(LC 12) Max Uplift 9=-316(LC 12), 12=-430(LC 12) • Max Grav 9=1397(LC 18), 12=1566(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when.shown. TOP CHORD 1=2=-274/15, 3-4=-2012/479,4-5=-1795/511, 5-6=-654/308, 6-7=-570171, 7-8=-1516/470, 8-9=-1317/543 BOT CHORD - •1-12=0/259, 11-12=-718/1857, 10-11=-585/1815 WEBS _ _ 4-11=0/442, 10-13=-609/479, 7-13=-528/446, 8-10=-576/1883, 5-14=-1250/322, 13-14=-1241/325, 3-12=-1997/645, 2-12=-290/377, 6-13=-349/332 NOTES- 1) Wind: ASCE.7-10; Vult=160inph (3-second gustYVasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl.-, GCpi=0.18; MWFRS.(directional) and. C-C Exteri6r(2) -0-0-4 to 4=11-12, Interior(1) 4-11-12 to 13-4,0,, Exterior(2) 13-4-0 to 20-4-14, Interior(1) 20-4-14 to 25-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 p) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. ?) Ceiling dead load (5.0 psf) on member(s). 4-5, 5-14, 13-14; Wall dead load (5.Opsf) on member(s).4-11, 10-13 ' 6) Bottom chord live.load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-11 7) Provide mechanical connection (by'others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=316,12=430. 8). Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord... , 9) Attic room checked for U360 deflection. %stilill!!l��,, P&IN• No 681a2 � � r ST QF Joaquin Velei PE Nd.68182 . MITek USA, Ioc. FL Ceit 6634. = .690¢Parke East Blvd. Tampa FL.3361D-' Date: June 3,2019 Q WARNING, Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE MII-7473 rev. 10/03(2615.BEFORE USE. Design valid for use only with MITek® connectors. This design is. based only upon parameters shown, and Is for an Individual building component, not - a. truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - R� T Ad10lek' ' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Cuallly Cilfeda, DSB-69 and BCSI.Buuding Component 6904 Parke.East Blvd. Safety Infomrationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrio, VA 22314. Tampa, FL 33610 - Job Truss Truss Type Qty Ply Holland T17217402 507448 EJ5 JACK -OPEN 6 1 Job Reference (optional) I I00e115-LUmoer L ompany, raim tray, rL - J2eUb, . t7.z4U s may io zuiv MI I eK.maUSIrieS, Inc. mon.Jun J ub:zb:zv zuiU rage 1 IDAJut fJQ6ad6TDZN2Z5RbxRzJSrO-CETCesa194ACtpXAbjHPvkC,gLLI PToOJGnVfnfzA4DK 0-Q-4 5-8.0 0- -4 5-8.0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Repr Stress Incr YES Code FBC2017/TP12014 5 2x4 II 2-0-0 2-4- 2-0-0 0-4- CSI. TC 0.41 BC 0.24' WB 0.11 Matrix -MP' Scale = 1:17.4 m 6 N DEFL. in (loc) • I/deft Ud PLATES GRIP Vert(LL) -0.02 4-5 >999 240 MT20 244/196 Vert(CT) 0.01 4-5 >999 240 Horz(CT) 0.04 3 n/a n/a - Weight: 19 lb FT = 20 LUMBER- BRACING - FOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing_ . WEBS 2x4 SP No.2 REACTIONS. (lb/size) 3=70/Mechanical, 4=1/Mechanical,•5=435/0-8-0 Max Horz 5=153(LC 12) Max Uplift 3=-81(LC 12), 5=-308(LC 12) Max Grav 3=104(L-C 17), 4=35(LC 10), 5=435(LC 1) FORCES. (lb) - Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-307/1113 BOT CHORD 1-5=-108/299 WEBS-2-5=-301/602 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;'TCDL=4.2psf' BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0.18.MWFRS (directional) and C-C Exterior(2) -0-0-4 to 4-11-12, Interior(1) 4-11-12 to 5-7-4 zone; cantilever - left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60: 2) This truss has been designed for a 10.0 psf-bottom chord live load nonconcurrent with any other live loads. ,''� ' 3) ' This truss has been designed. for a live load of 20.Opsf on the bottom chord in all areas where a-rectahgle 3-6-0 tall by 2-0-0 wide ��. 11. will fit between the bottom chord and any other members. ���% 4)' Refer to girder(s) for truss to truss connections. %� ,.. 5 Provide mechanical connection b others of truss to bearinglate capable of withstanding100 lb u lift.at joint s 3 except t—Ib �� , •" �C' E N S •�" ' �� 5=308. No 6$1'82 S F ICI �ssr�rili�itrt�. Joaquin Velk PE No.68182 " MiTek USA, Inc: FL Celt 6634 6904-Parke East Blvd: Tampa FL 33616 Date: June-3,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev..1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors: This design Is based only upon parameters shown, and is for an Individual building component, not . . a truss system. Before use,. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall - building design. Bracing Indicated is to, buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems; seeANSVTpII Quality Cdtoda,.DSB-69 and BCSI BuOdlnp Component ' Safety Informationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1 Holland T.17217403 507448 EJ7 JACK -OPEN 40 1 Job Reference (optional) I 1uueu5 Lwnuer uumpany, r'alm clay, rL - Jet=, - . b.z4U s May 13 Zu19 MI I eK. maUSlnes, Inc. Mon Jun 3 Ub:Zb:3U ZU19 Vage 1 IDA.ju1 fJQSad6TDZN2Z5RbxRzJSrO-hQOasCafwOl3Vz5N9RoeSxlg9k4vCFLSVRFCJ5zA4DJ 0-p-4 7-0-0 0.d-4 7-0-0 2x4 11 7-0-0 .N Scale = 1:20.2 LOADING (psf) SPACING- 2 0 0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.47 Vert(LL) -0.03 4-5 >999 240 MT26 244/190 TCDL 15.0 .. Lumber DOL 1.25 BC 0.23 Vert(CT) -0.04 4-5 ' >999 180 BCLL 0.0 Rep Stress Incr 'YES WB 0.13 Horz(CT) 0.05 3 n/a , n/a BCDL 10.0 Code. FBC2017/TPI2014 Matrix -MS Weight: 23 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP -CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) _3=123/Mechanical, 4=30/Mechanical, 5=473/0-8-0 Max Horz 5=189(LC 12) Max Uplift 3=-129(LC 12), 5=-311(LC 12) Max Grav 3=161(LC 17), 4=68(LC 3), 5=473(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-389/150 BOT CHORD 1-5= 127/354 WEBS 2-5=-374/712 NOTES- 1) Wind: ASCE 7-10; V.ult=160rhph (3-second gust)'Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. - II; Exp D; Encl:, GCpi=0.18; MWFRS (directional) and.C-C Exterior(2) -0-0-4 to 4.11' 12,, Interior(1) 4-11-12 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurreilt with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the,bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections.' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=129, 5=311. %�� PQUIN VFW III No 68182 _ 111r 'fl -ST OF : I[lZz Joaquin Velez'PE No.68182 MiTWUSA, Inc: FL Cert6634 6904. Parke East Blvd. Tampa FL 33610 bate: June 3,2019 0 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED WEI( REFERANCE PAGE 114II-7473 rev. 10f03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component,. not ��� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIM11 Quality Cdteda, DSB-69 and BCSI Bullding Component 6904 Parke East Blvd. Safety Informotlonovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2.2314. Tampa, FL 33610 Job Truss Truss Type Qty Ply IHolland T17217404 507448 EJ7A JACK -OPEN 1 1 Job Reference (optional) 1 IDDens LUmoer l.ompany, ralm e1ay, t-L - SZJUb, t7.Z4U s May l J ZUl9 MI I eK mousines, Inc. Man Jun 3 Ub:Zb:SU Zulu rage l I D:4J u1 fJQ6adeTDZN2Z5RbxRzJSrO-hQOasCafwOl3Vz5N9RoeSxlmhkx7CGPSV RFCJ5zA4DJ 5.0-0 5-0-0 Scale = 1:19.3 . 2x4 11 1-6-0 5-0.0 1-6-0 3-6.0 LOADING (psf) SPACING- 2-6-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.17 3-4 >328 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.06 3-4 >958 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.11 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP ' Weight: 19lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood, sheathing directly applied or 5-0-0 ocpurlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x6 SP No.2 `Except - BOT CHORD Rigid ceiling directly applied or 8-5-9 oc bracing. 1-4: 2x4 SP No.2 REACTIONS. (lb/size) 5=212/0-8-0, 2=165/Mechanical, 3=47/Mechanical Max Harz 5=128(LC 12) Max Uplift 5=-162(LC 12), 2=-160(LC 12), 3= :109(LC 12) Max Grav 5=212(LC 1), 2=194(LC 17), 3=94(LC 3) FORCES. Qb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-254/92 WEBS 1-4=-117/323 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=t5ft; B=52ft; L=50ft; eave=6ft; Cat. . 11; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right expbsed ;porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a10.0 psf bottom chord live load nonconcurrent with any other.live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 8-6-0 tall by 2-0-0 wide I N will fit between the bottom chord and any.pther members. �I, 4) Refer to girders) for truss to truss connections. �� F 5 Provide mechanical connection b others of truss to bearing late capable"of withstanding 100 lb uplift at joints except •t—Ib ,,•''�Ci E N S •• i Y ) 9 P9 P 1 () Pit —) : �: �, F�'.••• i 5=162, 2=160, 3=109. i • No 68182 N. . r 0: $TA OF ;40 4/� 4. Joaquin Velez PE No.68182 .. MiTek. USA, Inc. FL Cert 6634 - 6904 Parke East Blvd, Tarnpa,FG33610 Date: June 3,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSV1P11 Quality Criteria, DSB-89 and ®CSI Building Component - 6904 Parke East Blvd. Tampa, FL 33610 Safety Informatlanavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type City Ply Holland T17217405 507448 EJ7P JACK -OPEN 15 1 Job Reference (optional) I Ioueus.LUMoer L ompany, ralm tray, rL - 3ZyWb, t5.Z4U s may l3 zui y mI I eK Inausines, Inc. man Jun 3 Ub:Zb:31 zul y rage l ID:4JulfJQ6adeTDZN2Z5RbxRzJSrO-9cay3YbHhiQw66gZj8Jt?91?v6Q7xibck5_msYzA4Dl 0-Q-4 7-0-0 0- -4 7-0-0 Scale = 1:20.2 m m N 2x4 11 2-0.0 4.0 7-0-0 22 0.02 -4-6 4-8.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.03 4-5 >999 240 . MT20 244/190 TCDL . 15.0 Lumber DOL 1.25 BC 0.23' Vert(CT) -0.04 4-5 >999 180 BCLL 0.0: ' -Rep Stress Incr YES WB 0:13 Horz(CT) 0.05 3 n/a n/a BCDL 10.0 Code FBC2017[TPI2014 Matrix -MS Weight: 23lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP, CHORD Structural wood sheathing directly appliedor 6-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP. No.2 REACTIONS. (lb/size) 3=123/Mechanical, 4=30/Mechanical, 5=473/0-8-0 Max Horz 5=189(LC 12) Max Uplift 3=-129(LC 12), 5=-311(LC 12) ' Max Grav 3=161(LC 17),.4=68(LC 3), 5=473(LC 1) FORCES. (lb) -Max. Comp:/Max, Ten. -All forces_250 (lb) or less except when shown. TOP CHORD 1-2=-389/150 BOT CHORD 1-5=-127/354 WEBS 2-5=-374/712 . NOTES- 1). Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf h=15ft;-B=52ft; L=50ft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-4 to 4-11-12, Interior(1) 4-11-12 to 6-11-4 zone;'cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60_ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other -live loads. " 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 8-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss.to'truss connections. - 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 3=129, 5=311. - �oU I N VFW III .� 'S G E N ftb No:68182 - ST OF p <v 0.N A` Joaquin Velez PE N6.66182 MiTek USA, Inc. FL Ceit 6634 . 6904Parke East Blyd: Tampa FL,33610 Date:: ' June 3,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is -for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ' building design, Bracing Indicated Is to, prevent,buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/IPII Quality Cdteda, DSB49 and BCSI BuBding Component 6904 Parke East Blvd. Safety Informationavallable from Truss Plate Institute, 218 N. Lee.Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 , i Job Truss Truss Type City, Ply 'Holland T17217406 507448 G1 Monopitch Girder 1 n L Job Reference (optional) I rDDettS Lumber Company, Palm bay, rL - 329U5, 8.24U'S May 13 ZU19 MI I eK. industries, Inc. 'Mon Jun 3 06:25:31 2019 Page 1 IDAJu9 fJQ6adeTDZN2Z5RbxRzJSrO-9cay3YbHhiQw66gZIBJt?915J8.K04Qck5_msYzA4Dl 3-8.0 2 . Scale = 1:16.6 2x4 11 3-6-0 3-8.0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) ' I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.02 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.03 3-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 47 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4.SP No.2 TOP: CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-4: 2x6 SP No.2 REACTIONS. (lb/size) 3=787/Mechanical, 4=912/0-8-0 Max Harz 4=89(LC 8) Max Uplift 3=-435(LC 8), 4=-410(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at.0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0Psf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. 11; Exp D; Encl., GCpi=0.18;,MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live. load nonconcurrent with any other live loads. , ��� v'N I� � V�� . 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord'in'all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,%PQ ,�% '$�i will fit between the bottom chord and any other members. _ �:�� O E N &4 6) Refer to girder(s) for truss to truss connections. 07) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) ,�� 0 No 68182 •, 3=435, 4=410. * �� 71r 8), Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1403 lb down'and 705 lb up at 1-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOADCASE(S) Standard . S11 OF 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.259 Uniform. Loads (plf) % f3 , N_,�� 4 .2O 01 t Concentrated Loads (lb), Ak•'�?,, Vert:5- 1403(B) Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 3,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/03Q015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quality Crtterla, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlonavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Holland T17217407 507448 G2 Jack -Closed Girder 1 1 Job Reference (optional) I IUUCI IJ LI1111UC1 l 111pally, rdil II Day, rL - OeUVD, 2x4 11 mz4U s may 13 ZU]U ml I ex InousTneS, Inc. 'Man Jun J Ub:Zb21Z'zU19 rage 1 ID:4Jul fJQ6adeTDZN2Z5RbxRzJSrO-dp8LGucvS?YnkGFI Gsr6XMg9yYdBgASlylkJO_zA4DH 5-0.0 2 Scale = 1:19.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL)- . 0.06 3-4 >894 240 . MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.09 3-4 >606 240 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(CT) -0.00 3 n/a n/a ` BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 32lb FT=2.0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 `Except" BOT CHORD 1-4: 2x6 SP No.2 REACTIONS. (lb/size) 4=785/0-8-0, 3=587/Mechanical Max Horz 4=125(LC 8) Max Uplift 4=-353(LC 8), 3 352(LC 8) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-2-10 oc bracing:. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); 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 live loads. 3). ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.-0 tall by 2-0-0 wide ' will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=35313=352. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 478 lb down and'256 lb up at 1-0-12, and 477 lb down and 258 lb up at 3-0-12 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 4- Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 3-4=-20 Concentrated Loads (lb) Vert: 5=-478(F) 6=-477(F) �%%% , ....... .0 No.68182 S OF c S� Jeaquln Velez PE Nd.68182 MITek USA, Inc. FL Cert 6634 6904 Parke EW.Bivd. Tampa FL 33610 Date: June 3,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for on individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTP11 Quality Cdleda, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty'. Ply Holland T17217408 507448 HJ5 Diagonal Hip Girder 1 1 Job Reference optional) Tibbetts Lumber.Company, Palm Bay, FL - 32905, 8.240 s May 13 2019 MiTek Industries, Inc. 'Mon Jun 3 06:25:33 2019 Page 1 IDAJ61 fJQ6adeTDZN2Z5RbxR7,JSrO-5?ij UDdXDJgdMQgygZML4aNK1 y1 mPbyuBPTswQzA4DG 500 7117 0-8-6 5-0-0 1 2-11-7 Scale = 1:17.2 0 m N N 2x4 11 2-9-9 3-3-4 , 5.0-0 7-11-7 2-9-9 0-5-10 1-8-12 2-11-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc), 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.17 4-5 ' >331 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) 0.17 4-5 >317 240 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(CT) -0.11 3 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix -MS Weight: 28 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP SS TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 3=50/Mechanical, 4=-156/Mechanical, 6=328/0-11-5 Max Horz 6=152(LC 8) Max Uplift 3=-117(LC 8), 4=-209(LC 17), 6=-862(LC 8) Max Grav 3=180(LC 30), 4=135(LC 24), 6=925(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-414/596 BOT CHORD 1-6=-508/407, 5-6=-508/255 WEBS 2-6=-766/630,2-5=-297/592 NOTES- 1) Wind: ASIDE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. II,; Exp D; Encl., GCpi=0.18; MW FRS (directional); 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 live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss'to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=117, 4=209, 6=862. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 219'Ib down and 277 lb up at 4-2-15, 219 lb down and 277 lb up at 4-2-15, and 124 lb down -and 76 lb up at 7-0-14, and 124 lb down'and 76 lb up at 7-0-14 on top chord, and 62 lb down and 113 lb up at 1-4-15, 62 lb down and 113 lb up at 1-4-15, 170 lb down and 236 lb up at 4-2-15, 170 lb down and 236 lb up at 4-2-15, and 79 lb up at 7-0-14, and 79 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �) In the LOAD CASE(S) section, loads applied to the face of the truss.are noted as front (F) or back _(B). LOAD CASE(S) Standard 1.) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-7= 20 Concentrated Loads (lb) Vert: 10=283(F=141, B=141) 12=-125(F— 62, B=-62) 13=287(F=144, B=144) 14=45(F=23, B=23) ,��Illlllll�� 60 �i� E N S �0 No, 68182 1. 0: ST OF O N A' %%%%%% . Joaquin Velez PE No.68182 MITek USA, Inc: FL Cert 6634 . 6904 Parke East.Blvd. Tampa FL 336f6 bate: June 3,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not l* a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSViPII Quality Cdterla,.DSB-69 and BCSI Buldlnp. Component 6904 Parke East Blvd. Safety Infonnationovollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Holland T17217409 507448 HJ7 DIAGONAL HIP GIRDER 5 1 Job Reference (optional) r rUUerrs Lurnoer Uumpany, t-aim Day, rr- - JeVUb, - t5.z4u s may i o zu1 u nr6 i eK rnausmes, Inc. man uun J Ub:Za:04 ZUl U rage 1 IDAJul fJQ6adeTDZN2Z5RbxRzJSrO-ZBG5hZe9_doUZaPBOGtacnwQHMPH82Z2Q3DQSSzA4DF 6.0-0 3-10-6 '2-9-14 1 3.3-9 I 6-0-0 9-10-6 Scale = 1:19.9 Io . l T m 1. Z-b-/ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.32 5-6 >243 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) 0.22 5-6 >358 240 BCLL 0.0 Rep Stress Incr NO WB . 0.17 Horz(CT) 0.13 4 n/a n/a . BCDL 10.0 Code, FBC2017/TP12014 Matrix -MS Weight: 37 lb FT = 20%, LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP SS WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=80/Mechanical, 5=-19/Mechanical, 7=321/0-11-5 Max Hort 7=189(LC 24) Max Uplift 4=-147(LC 8), 5=-72(LC 8), 7=-919(LC 8) Max Grav 4=181(LC 28), 5=134(LC 26), 7=1002(LC 31) FORCES. (lb) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 528/769 BOT CHORD 1-7=-723/550, 6-7=-723/362 WEBS 2-7=-573/476, 2-6=-388/775, 3-6=-254/109 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); 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 live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. . 5)' Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 4=147, 7=919. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 219 lb down and 277 lb up at 4-3-4, 219 lb down and 277 lb up at 4-3-4, and 141 lb down and 80 lb up at 7-1-3, and 141 lb down and 80 lb up at 7-1-3 on top chord, and 62 lb down and 113 lb up at 1-5-5, 62 lb down and 113 lb up at 1-5-5, 170 lb down and 236 lb up at 4-3-4, 170 lb down and 236 lb up at 4-3-4, and 85 lb up at 7-1-3, and 85 lb up at 7-1-3 on bottom chord. The design/selection of such: connection device(s) is the responsibility of others. -7) In the LOAD CASE(S) section, loads.applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) . Vert: 1-4=-70i 5-8=-20 Concentrated Loads (lb) Vert: 11=283(F=141, B=141) 13=-125(F=-62, B=-62) 14=287(F=144, B=144) 15=57(F=29, B=29) Illlnlurr� PQU I N •� 46' No 68182 Q F rr/l111111 Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East.Blyd, Tampa FL.33610 Date: June 3,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/iPll Quality Cdtedo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infoanationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Holland T17217410 507448 HJ7P DIAGONAL HIP GIRDER 2 1 1 Job Reference (optional) I I013eLIS.LUM08F uompany, ralm Isay, IL - JZ`JUb, W 6.24U S May 13 2U19 MI I eK Industries, Inc. Mon Jun 3 06:25:34 2019 Page 1 ID:4JulfJQ6adeTDZN2Z5RbxRzJSrO-ZBG5hZe9_doUzaP80GtacnwQhMJz82Y2Q3DQSszA4DF 6.0-0 9-10.6 6-0-0 3-10-6 3.54 F1 2x4 II 12 3 3x4 11 2 4 Scale = 1:19.9 Io I m v N 13 p• 14 6 15 3x4 = p• Q. 4x4 = 7 5 2x4 11 2-9-14 3-3-9 6-0- 9-10-6 2-9-14 0-5-11 2- -71 3-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.28 6 >282 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) 0.25 5-6 >313 240 BCLL 0.0 Rep Stress Incr NO WB, 0.18 Horz(CT) 0.11 4 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 37lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD. .. Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-14 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=75/Mechanical, 5— 14/Mechanical, 7=321/0-11-5 Max Harz 7=189(LC 8) Max Uplift 4=-163(LC 8), 5=-127(LC 8), 7=-930(L6 8) Max Grav 4=168(LC 28), 5=23(LC 30), 7=959(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-503/773 BOT CHORD 1-7=-725/522, 6-7=-725/333 WEBS 2-7=-565/514, 2-6=-357/777, 3-6=-268/65 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCD 6.0psf; h=15ft; B=52ft; L=50ft;,eave=6ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed,; porch left 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.live loads. (�♦1t /�� 3) This truss has been designed for a live load of 20.Opsf on the bottom chard in all are; s where a rectangle 3-6-0 tall, by 2-0-0 wide N V ��I�• will fit between the bottom chord and any other members. %���� PQU F� 0 • • F �i 4) Refer to girder(s) for: truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing capable of withsta �� ding 100 lb uplift at joint(s) except at=lb) ,• � G E N 5+�, ��' plate . 4=163, 5=127, 7=930. :�� '6) Hanger(s) or other connection device(s) shall be provided sufficient to support concen rated load(s) 219 lb down and 277 lb up at. No 68182 • � 4-3-4, 219 lb down and 277 lb up at 4-3-4, and 141 lb down and 80 lb up at 7-1-3, and 141 lb down and 80 lb up at 7-1-3 on top .�. *.�• � chord, and 62 lb down and 113 lb up at 1-5-5, 62 lb down and 113 lb up at 1-5-5, 226 lb down and 236 lb up at 4-3-4, 226 lb down and 236 lb up at 4-3-4, and 46,lb up at 7-1-3, and 46 lb up at 7-1-3 on bottom chord. The design/selection of such connection ' • device(s) is the responsibility of others. �� �• 0 F '•• Sir, 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B): O ��: •' .�,n •.T Q. • ��° LOAD Lumber Increase=1.25, Plate Increase1.25 ndardi 1) Dad A+ Roof ()L ve -L R �,O!•A` \ `1, (balanced): Uniform Loas(4 �f)70, ,'�� �O N AV Vert: 1 5-8=-20 �`\�,`,, Concentrated Loads (lb) Joaquin Velez PE,No.68182 Vert: 11=283(F=141, B=141) 13=-125(F=-62, B=-62) 14=287(F=144', B=144) 5=57(F=29, B=29) MITek USA, Inc. FL Ceit 6634 6904'Parke East Blvd. Tampa FL 33610 .Date: June 3,2019 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03l2015 BEFORE USE.�� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters c nd properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property do mage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPl1 Quoit CrIteda, DSB-89 and BCSI Bueding Component 6904 Parke East Blvd. Safety Informatbnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 314. Tampa, FL 33610 l . 1 Job Truss Truss Type Qty Ply Holland'' T17217411 507448 K1 HIP GIRDER 1 1 Job Reference (optional) Tibbetts.Lumber Company, Palm Bay, FL - 32905, 8.240 s May 13 2019 MiTek Industries, Inc. 'Mon Jun 3 06:25:35 2019 Page 1 ID:4Jul fJQ6adeTDZN2Z5RbxRzJSrO-1 NgTvveolwwLbk_Ky_Op9?Sjolj W tQ4Bejyz?JzA4DE 2-4-0 7-0.0 9-070 13-8.0 16-0-0 16• -4 - - 04 2-4-0 4-8-0 2-0.0 4.8-0 2-4-0 0- -4 cn 2x4 11 ' THIS TRUSS IS NOT SYMMETRIC. . PROPER ORIENTATION IS ESSENTIAL. 5x6 = 6x6 = 3x4 = Scale.= 1:27.1 2-0-0 -4- 4-8-0 6-8-0 -4- 2-0.0 Plate Offsets (X,Y)-- [4:0-3-0,0-2-91 LOADING (psf). SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.08 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC . 0.52 Vert(CT) -0.13 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017lTPI2014 Matrix -MS Weight: 77 lb FT = 20 LUMBER - BRACING-. TOP CHORD 2x4 SP No.2 `Except TOP CHORD 3-4: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 9=741/0-8-0, 7=742/0=8-0 .Max Horz 9=141(LC 7) Max Uplift 9= 703(LC 8), 7= 568(LC 8) Max Grav 9=960(LC 39), 7=958(LC 38) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1024/623, 3-4=-905/626, 5-6=-257/155 BOT CHORD 7-8=-458/830 WEBS 4-8=-112/269, 2-9= 942/707, 5-7= 362/325, 4-7=-924/623, 2-8=-594/1001 Structural wood sheathing: directly applied or 5-6712 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 8-5-3 oc bracing: 7=8. 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=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional); 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. -6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 9=703, 7=568: 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated. load(s) 422 lb down and 365 lb up at 01 7-0-0, and 422 lb down and 365 lb up at 9-0-0 on top chord, and 168 lb down and 104 lb up at 7-0-0, and 168 lb down and 104 lb up at 8-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 70, 3-4=-70, 4-6= 70, 10-13= 20 Concentrated Loads (lb) Vert: 3=-63(B) 4=-63(B) 8=43(B) 16=43(B) `1111/1//�� -.0 PQU I N VFW ,� C E N s ��'��i �•�` 4' No 68182 S OF 4/ O R 10. GN,�� S , N ALIE 1ifllilt Joaquin Velei PE No.68182 MITek USA, Inc. FL Cert 6634 0904 Parke East.Blyd. Tampa FL 33610 Date: June 3,2019 0 WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not - a truss system. Before use, the building designer must verify The applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW ' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Criteria, DSB-69 and BCSI Bueding Component 6904 Parke East Blvd. Safety Informatiorlovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314• Tampa, FL 33610 c Job Truss Truss Type City Ply Holland T17217412 507448 K2 COMMON 2 1 Job Reference (optional) I IOUeaS Lumber Vompany, ralm tray, r-L - JZeUb, b.Z4U S may 16 ZU1 V MI I eK mausines, Inc. Mon dun 3 Ub:Zb:db YU1 U Page 1 I D:4Jul fJQ6adeTDZN2Z5RbxRzJSrO-VaOr6FfQW E2CD uZXVhv2iC?gM97acwoLtNiXXIzA4DD 8-0.0 46 = 3 Scale = 1:24.8 JX0 II 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI.. DEFL. in (loc) I/defl Ud . . TCLL 20:0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.03 5-6 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.06 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 . 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.01 6 >999 240 LUMBER- . BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 5=497/Mechanical, 7=752/0-8-0 Max Harz 7=-140(LC 10) Max Uplift 5=-238(LC 12); 7=-492(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-344/91, 2-3=-571/430, 3-4=-570/430, 4-5=-442/445 BOT CHORD 1-7=-29/311 WEBS 2-6=-454/507, 2-7=-668/848, 4-6=-83/364 PLATES GRIP MT20 244/190 Weight: 67 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end 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=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-4 to 4-11-12, Interior(1) 4-11-12 to 8-0-0, Exterior(2) 8-0-0 to 13-0-0, Interior(1) 13-0-0 to 13-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. ^6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=23817=492. m N PCjUI N VFW i. �� � �G•E NW--. '.� No 68182 'O .< ` N AU' O� nlilll Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East.Bivd. Tampa FL 33610 Date: June 3,2019 -WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/012015 BEFORE USE. Design valid for use only with Mnek6 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the " 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIM11 Quality Cdterla, DSB-69 and BCSI BuBdIng Component Tampa, FL 33610 Safety Informatlonovalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. . . 0 r r n Job Truss Truss Type City Ply Holland T17217413 507448 V1 Valley 1 1 Job Reference o tional I IbbetlS Lumber l:ompany, Naim tiay, t-L - 3ZUUS, a a 0 2x4 U.24U S may 13 2u19 MI I eK Industries, Inc. Mon Jun 3 Ub2b:3/ ZU1 U rage 1 ID:4Jul fJQ6adeTDZN2Z5RbxRzJSrO-zmyEKbg2HYA3g28j3PQHEQY6hZW LLQ1 U61 R43BzA4DC '2x4 II 2 3 Scale = 1:9.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT), , 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=94/2-11-6, 3=94/2-11-6 Max Horz 1=58(LC 12) Max Uplift 1=-35(LC 12), 3=-59(LC 12) Max Grav 1=100(LC 17), 3=108(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=50ft; eave=6ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. �.` �0 ...� GCE N No 68182 ST OF Joaquin Velez PE No.68182 MITek USA, Inc. FL Ceit 6634 6904 Parke East.Blvd. Tampa FL 33610 Date: June 3,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and Is for an Individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always, required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Qualtfy, CrIterla, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. l Job Truss Truss Type Qty Ply Holland T17217414 50744E V2 Valley 1 1 Job Reference (optional) I IDDeuS LUmoer-L:Ompany, t'alm bay, t-L - JGyuS, 2x4 o.zwu s may 10 zu I a rvu i eK mausures, mu. muii dun a uo:zo:o r eu i s rage i ID:4JulfJQ6adeTDZN2Z5RbxRzJSrO-zmyEKbg2HYA3g28j3PQHEQY8GZWwLQ1 U61 R43BzA4DC 1-9.8 1-9-8 5.00 F12 2 3 Scale = 1:6.5 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL. 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT). -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight; 4 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=47/1-8-14, 2=36/1-8-14, 3=10/1-8-14 Max Horz 1=29(LC 12) Max Uplift 1=-17(LC 12), 2=-36(LC 12) Max Grav 1=50(LC 17), 2=43(LC 17), 3=21(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All.foeces 250 (lb) or less except when shown. BRACING - TOP -CHORD Structural wood -sheathing directly applied or 1-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=52ft; L=56ft; eave=6ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; 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) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. .. 't111111/►it". IN VFW �ii No 68182 S f .F :��/� O N40 A` /unnl! Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Dater June 3,2019 0 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSViPII Quality Crltoda, DSB-89 and SCSI Bugding Component 6904 Parke East Blvd. Safety Inlormatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/" . Center plate on joint unless x, y 4 offsets are indicated, 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) Failure to Follow: Could Cause Property Damage or Personal Injury Dimensions are In ff-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required: See BCSI: O/'d� CI-2 c2-3 2. Truss. bracing must be designed by an engineer. For WEBS 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I C m p p bracing should be considered.. Oc0 p ,� U 3. Never exceed the design loading shown and never inadequately braced trusses. a �° stack materials on 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c2-a co- cs b BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-1/0 from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This Symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND. THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 'Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%.at time of fabrication. PLATE SSE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for 1 ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss. fabricator. General practice Is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing'section of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTekO All Rights Reserved 15.. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. � 18. Use -of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards' project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance. with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Braking of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 �. �,